ML20195C459
| ML20195C459 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 12/31/1987 |
| From: | Bovera E, Hettinger F, Yu H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20195C398 | List: |
| References | |
| SAG.CP10, NUDOCS 8806220210 | |
| Download: ML20195C459 (38) | |
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Project Identification No. SAC.CP10 ERASCO SERVICES IhCORPORATED TEXAS UTILITIES CDiERATIhG COMPANY COMANCHE PEAX STEAM ELECTRIC STATION UNIT h0. 1 DESIGN CRITERIA FOR SEISHIC CATECORY I ELECTRICAL C0hDUI2 SiSTEM k
I i i i Revision Prepared By Reviewed By l Approved By l Date l Pages Affected l l l l l l 1 l l l l RO l C Y Chiou I R Alexandru C Ranskaris 17/3/86 l .
i l l l l l l l El I C Y Chiou/ l M Weber l R Alexandru l11/21/86 li to 111, I to 31,I l l N Hasan l l l l cover sheets all l l l l l l appendices, App 5,I I I l 1 lapp 6 A.7-1, I l l l l l A.7-6 to A.7-13 l l l l l l l l
l R2 l C Y Chiou/ l M Weber i R Alexandru l12/22/86 liii, 5, 7, 9, 15, I l N Basan l L l l App 9, App 3 cover l l l l l l labeet and pages 5 l l l l l l ltbru 10A, App 4 l l l l Icover sheet, App 21 l l l l l l l l cover sheet and l l l page 4,A.6-1 l 13 l See next l
, l l sheet l l l l l l l l 1 l l l 8806220210 080616 PDR ADOCKOSOOg5 Cover Sheet 1 of 2 12ASCO SERVICES INCORPORATED 0966u
Project Ioentification No. SAG.CP10 IBA9CC SERVICES INCORPORATED TEXAS L'TJ :',ITIES GEhERATING COMPANY COMANCHE ' EAK STEAM ELECTRIC STA720N UNIT NO. 1 DESIGN CRITERIA FOR SEISMIC CATEGORY 1 ELECTRICAL CONDUlf SYSTEh l I I I I i l Revisios l Prepared By Reviewed By i Approved By Date l Pages Affected l l l l l l l l l i l l l
( l R3 l
' N Hasan l
M Weber l
R Alexandru . 3/27/87 l
Cover Sheet, 1,1,4,7,12,14,15, l Appendix 3 I
I l'
l l l l l cover sheets and l l l l lpages 5 to 10.
l l l l l R4 N Hasan/ l h Weber l 1 Alexandru 16/26/87 lii,111, I to 10, I l E Bovera l H S Yu l l l12 to 15, 25; 28, I l l l lA.5-2,A.5-5, l l l l l App 6, A.7-1, l l l l l l A.7-4, A. 7-10, l l l l l l l App 9, 10 and 11 1 I
l R5 E Bovera H S Yu F Hettinger ,10/13/87 i 111,1,3,6,8 to 12,
- l l l l l 114 to 24, 26 to 29,I l App 7 Cov. Sb.
, A. 7-1 to A .7-13 ,
l l l l l land App.10 l l l 16 l E Bovera l H S Yu , F hettinger 10/30/87 9, 15, A. 5-1, A. 5-9 l l l l , l l A.7-1 and A.7-14 l l l ,% l l l l l R7 lEB era l H S Yu s' j pl F He* ting r l 12 /31/87 1111, 1,5,9,11,16,I l l l l lA.5-9, Appendiz 6 l l l l l lCov. Sh. , 6 A.7-14 l 1 1 I I l l l l l l Cover Sheet 2 of 2 EBASCO SERVICES INCORPORATED 0966u s
Project Identification No. SAG.CP10 Rev. 7 EBASCO SERVIi.,ES INCORD RATED TEXAS UTILITIES GENEATING COMPANY COMANCHE PEAK STEAM ELFCTRIC STATION UNIT No. 1 DESIGN CRITERIA POR SEISMIC CATEGORY I ELECTRICAL CONDDIT SYSTEM CONTENTS Section Description Pg 1.0 PURPOSE AND SCOPE 1
2.0 INTRODUCTION
2 e 3.0 APPLICABLE CODES AND NAC REGULATORY GUIDES 2
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4.0 DESIGN I4 ADS AND LOAD COMBINATIONS 3 5.0 MATEkIAL PROPERTIES 4 6.0 STRUCTURAL ACCEPTANCE CRITERIA 5 6.1 Conduite Welds and Conduit Support Members -
6.2 Conduit Attachments 6.2.1 r: lamps 6.2.2 Nelson Studs 6.3 Support Anchorage 7.0 DESIGN CONSIDERATIONS 8 8.0 SEISMIC INPUTS Il 9.0 CONDUIT SYSTEM FREQUENCIES 11 9.1 Conventional Approach 9.2 Systen Analysis Approach COPTRIGHT @ 1987, 1986 EBASCO SERVICES INCORPORATED TWO WORLD TRADE CEWER NEW YORK L
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Project Identification No. SAC.CP10 Rev. 7 dBASCO SERVICES INCORPORATED TEXAS UTILITIES GENERATING COW ANY COMANCHE PEAK STEAM ELECTRIC STATION UNIT NO. 1 DESIGN CRITERIA FOR SEISMIC CATEGORY 1 ELECTRICAL CONDUIT STSTEM CONTENTS (Cont'd)
Section Descrietion h 10.0 DESIGN SEISMIC ACCELERATIONS 12 10.1 Conventional Approach 10.2 System Analysis Approach 11.0 TRERMAL EFFECTS 13 11.1 Normal Operating Temperature 11.2 LOC', Temperature l
i 12.0 QUALITY ASSURANCE DOCUMENTATION 14
13.0 REFERENCES
14 TABLES ,
1.1 Clamp Transverse A11ovables (1bs) Using Unistrut 17
, 1.2 Clamp Asial Allowables (1bs) Using Unistrut 18 l 1.3 Clamp Vertical Allowables (1bs) Using Unistrut 19 1.4 Clamp Transverse Allowables (1bs) Using Nelson Studs 20 1.5 Clamp Arial Allowables (1bo) Using Nelson Stude 21 1.6 Clamp Vertical Allowables (1bs) Using Nelson Studs 22 1.7 Clamp Transverse A11ovables (1bs) Using Hilti 23 1.8 Clamp Axial Allowabler (1bs) Using Hilti 24 1.9 Clamp Vertical Allowables (1bs) Using Hilti 25
- 2. Threaded Nelson Stud Tensloo and Shear Allowables 26
- 3. Deleted 26
- 4. Conduit Design Weight and Fe:tional Properties 27
- 5. Design Weight, for Flexible Conduit Sires 28
- 6. Threaded Conduit f actional Properties 29
- 7. LBD Design Weights and Dimensions 30
- 8. B.C. Design Weights and Discusions 31 11
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Project Identification No. SAC.CP10 Rev. 7 EBASCO SERVICES INCORPORATED TEXAS UTILITIES CEAERAT1hc COMPANY COMANCHE PEAX STEAM ELECTRIC STATION UNIT NO. I DESIGN CRITERIA 70R SEISMIC CATEGORY I ELEC21tICAL CONDUIT SYSTEM CONTENTS (Cont'd)
Section Description ,
Page FICURIS
- 1. Definition of L, V and T-directions for Conduit Clasp 32 APPENDICES
- 1. Insts11ation of "E11ti" Drilled-in Bolts,
(, (Brown & Root Procedure CEI-20, Rev. 9).
- 2. Design Criteria For Hilti Kwik And Super Kwik Bolts (Cibbs & E111 Specification 2323-SS-30, Appendix 2).
- 3. Design Criteria for Screw Anchors.
- 4. Reduced Capacities of Rilti Expansion Bolt-Strip Plate Violating Minimus Separation Requirements (Cibbs & E111 Specification 2323-55-30, Appendix 4).
- 5. Design Procedure for Junction Box Supports.
- 6. Design Procedure for Larger than 2 in. Diameter Train "C" Lighting Conduits and Conduit Supports. (Deleted) lR7
- 7. Conduit Support Design "g" Values.
- 8. Permanent and Temporary Attachments to Embedded Weld Plates (Brown & Root Procedure CCP 45, Rev. 3).
- 9. Location of Cv&.tw?ts Supported on Secondary Walls and Wall Disp +ea;ents.
- 10. Thermal Loads ior Generic conduits and Supports
- 11. Allowable Bond Stress Based on ACI 318-63 111
Ebasco Design Criteria for Project Identification Seismic Category 1 Electrical No. SAG.CP10 Conduit System Rev. 7 1.0 PURPOSE AND SCOPE The purpose of this document is to provide guidelines, criteria, and procedures to be used in the design and analysis of Seismic Category I electrical conduit system for the Comanche Peak Steam Electric Station Unit No.1, which include Tratus A&B and larger than 2*9 Train C conduits.
This document shall be used to design verify the conduit systca, located in the Auxiliary Building Electrical Building, Fuel Building, Safeguards
, Building including Diesel Generator Building Service Water Intake Structure, 4 Containment Building and the Internal Structures of Reactor building, which were constructed in accordance with TUCC Drawing No. 2323-5-0910 series (Reference a). However, the design verification of conduit supports made of Unistrut members in part or in full is based on test ref,ults (Reference u).
Unistrut supports capacities are shown on the respective revised 2323-S-0910 support drawings. The design criteria fo: junction box itself is not contained in this specification but covered by Ebasco Specification SAG.CP17 1 (Reference q). The fire protection requirements for conduits stipulated in Appendix "A" to 10 CFR Part 50 is considered on case by case basis in accordance with Reference (j) and are not within the scope of this document.
Separation Rarrier Material (SBM) and Radiant Energy Shield Material (RIS) supported by the conduit support system is considered on a case by case basis in accordance with (Reference (j) and are not within the scope of this d ocument. All supports are multi-directional designed to resist the seismic
( induced loads in three directions. The transverse conduit supports contained in Sh. CST and CNT series of Reference (a) will be either replaced by l
l multi-directional type supports or effectively removed and are not within the scope of this document.
Larger than 2" 5 Train C conduit in safety-related areas are designated as ~
l non-safety-related Seismic Category 11 conduit. These conduit systems whose l continued function is not required, but whose failure could reduce the l l
functionint of any Seismic Category I structure, system or component required l to satisfy the requirements of Regulatory Guide 1.29 to an unacceptable safety l 1evel or could result in incapacitating injury to occupants of the control room, R7 are to be design validated so that the Safe Shutdown Earthquake (SES) would not
, cause such failure. Therefore, these non-safety-related, Seismic Category 11 l l conduit systems shall be either seismically supported or seismically restrained l
to comply with the above requirement. As an alternative, the seismically supported system may be conservatively design validated is accordance with I the Seismic Category I requirements as specified herein. The seismically l
restrained systems shall be design validated in accordance with Reference (j).
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! This. design criteria conforms to the requirement stipulated in the Comanche Peak Steam Electric Station Final Safety Analysis Report.
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Rbasco Design Criteria for Project Identification Seismic Category I Riectrical No. SAG.CP10 Conduit System Rev. 7 Conduit identified as being located outside the building and thus subjected to tornado loads will be either relocated to be inside the building or will be protected from tornado missiles by a missile shield, and are not within the scope of this document.
2.0 INTRODUCTION
The Seismic Category I electrical conduit system must be capable of withstanding the postulated seismic events without impairing their performance requirements.
Compliance with their performance requirements is generally accomplished by verifying the structural integrity of the conduit systen due to the combined dead weight, thermal loads and seismic loads.
Analytical procedure described hereafter is used to determine inds and structural member stresses. The resulting loads and st: esses are the:
compared to allowables as defined by hardware manufacturars or by applicable codes.
3.0 APPLICABLE CODES AND REGULATORY GUIDES o Regulatory Guide 1.29 - Seismic Design Classification, Rev. 3, September 1978.
o Regulatory Guide 1.61 - Dampina values for Seismic Design of Nuclear Power Plants, October 1973.
o Regulatory Guide 1.89 - Qualification of Class 1E Equipment.for Nuclear Power Plants, Rev. 1, June 1984. .
l o Regulatory Guide 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Acelyses, Rev.1, February 1976.
! o NUREG 0800 - Standard Review Flan for the Review of Safety i Analysis Reports for Nuclear Power Plants, July 1981.
o AISC - Manual of Steel Construction, 7th Edition, including Supplements No. 1, 2 & 3.
o AISI - Cold-Formed Steel Design Manual,1968 Edition.
o AWS D1.1 Structural Welding Code.
o ACI - 318 Building Code Requirements for Reinforced Concrete.
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l Ebasco Design Criteria for Project Identification i Seismic Category I Electrical No. SAG.CP10 1 Conduit System I Rev. 7 o ACI - 318 Building Code Requirements for Eeinforced i Concrete. l 4.0 DESIGN LOADS AND LOAD COM3INATIONS The following design loads and load combinations shall be considered:
- 1. Load combination for service load conditions (except concrete embedsents). i a) S = D + Feqo b) 1.5S = D + To + Fego i l
1 where:
D = Dead weight of conduit, cable, conduit support members including overhang and cover plates and any permanent j attachments J
Fego = 'yeds generated by Operating Basis Earthquake (OBE)
To = Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady state condition.
S = Allowable stresses l 2. Lead combination for factored load conditions (except concrete embedments).
a) 1.6S = 0 + To + Faqs ,
b) 1.6S = D + Ta + Fogo + Pa + Tj c) 1.7S = D + Ta + Fegs + Pa + Tj i
t wheret D. Fego, ' o, S = As defined above Ta = Thermal loads under thermal conditions generated by the postulated pipe break including To Fegs = Leads generated by the Safe Shutdown Earthquake (SSE) l Pa = Pressure equivalent static load within or across a l compartment generated by the postulated pipe break including an appropriate dynamic f actor to account for the dynamic nature of the load.
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Ebasco Design Criteria for Project Identification seismic Category 1 Electrical ho. SAG.CF10 Cooduit System Rev. 7 Tj = Jet impingment equivalent static load on the structure generated by the postulated pipe break, including an appropriate dynamic factor to account for the dynamic nature of the load.
- 3. Lead combleations for conduits cast in place in concrete slabs and walls (concrete embedsents).
a) U = 1.4 D + 1.9 Fego b) U = 0.75 [ 1.4 D + 1.9 Fego + 1.7 Yo ]
c) U = 1.0 ( D + Fe q s + To )
d) U = 1.0 ( D + Ta + Feqs + Pa + Yj )
e) U = 1.0 ( D + Ta + Tj) + 1.25 Pa + 1.25 Fego where. U = the section strength required to resist design loads and is based on methods described in ACI 318-71. All other symbols are defined above.
In performing the above-mentioned Icad combinations, the f ollowing clarifications are provided:
o Dead load coeponent shall be added to the SRSS of the vertical and horisontal seismic components.
o For load combinations 1.b and 2.a thru 2.c, reduction of member
- s. '
stresses and/or reactions by the factor used for increasing the allowables is not permitted.
o Limitations on allowables for various load combinations are specified in Section 6.0.
o Methodology employed to consider the thermal effects on conduit -
systems is discussed in Section 11.0.
o For consideration of Pa and Yj loads, see Paragraph (r) of Section 7.0.
5.0 MATIRIAL PROPERTIES o Structural steel aball conform to ASIN A-36.
E = 29 x 106 p.g Fy = 36 kai o Structural tubing (square and rectangular shapes) shall be ASTH A-500 Grade B.
E = 29 x 106 pg Fy = 46 kai 4
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r Ebasco Design Criteria for Project identification Seismic Category I Electrical No. SAC.CPIO Conduit Systea Rev. 7 o Rigid conduit shall conform to ANSI C60.1, Underwriter Laboratory UL-6 and Federal Specification WW-C-581d.
E = 29 x 106 pg Fy = 25 kai The design weight (including cable weight) and sectional properties (per standard weight pipe properties of AISC code) for various conduit sites are listed in Table 4.
o Welding electrode shall conform to AWS AS.1 Class E-70 XX.
Fy = $8 kai o concrete 28-day compressive strength shall be 4000 psi having a specific weight of 141 pcf.
o The modulus of elasticity of concrete shall be 3.46x106 psi lR7 o Nelson studs shall be CPL or CFL type manufactured by TRW Nelson Division.
Fy = 50 kai o Eliti Kwik and Super kvik bolts shall be as manufactured by hilti
\ Fastening Systess. For allowables, see Appendix 2.
o Unistrut bolts abell be manufactured by Unistrut Building System and conform to SAE J429 Grade 2.
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Fy = 58 kai o Richmond inserts aball be as manufactured by Richmond Screw Anchor Co., Inc. For allowables, see Appendiz 3.
o Conduit clamps are as manufactured by Unistrut Building Systems or Superstrut Inc. For clamp allowables, see Tables 1.1 thru 1.9.
6.0 STRUCTURAI, ACCEPTANCE CRITERIA 6.1 Conduite, Welds And Conduit Support Members Allowable stresses ,S, for conduit and cunduit support members shall be in accordance with the requirements specified in the AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Building." The 33 percent increase in allowable stresses due to seismic loadings shall not be used. Welding allowables ,S, shall be in accordance with AWS D1.1-79, "Structural Welding Code".
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Ebasco Design Criteria f or Project Identification ,
Seismic Category I Electrical ho. SAG.CP10 J Conduit System Rev. 7 l For load combinations 1.b and 2.a thru 2.c, allowable stresses for conduit, welds, and conduit support members may be increased to 1.55,1.6S or 1.75, respectively. However, the allowabic flexural and axial tensile stresses shall not exceed 0.9 Fy, the allowable axial compressive stress shall not exceed 90 percent of either the ultimate buckling stress (defined by Euler formula) or the yield stress and the allowable shear stress aball not exceed 0.5 Ty The allowable bond strength between che conduit and concrete walls or slabs for conduit penetrations in cast in place concrete walls or slabs shall be in accordance with the ultimate strength section of ACI 318-63, and shall be one-half of that allowed for deformed reinforcing Lars, see Appendia 11 (Reference aa). The FSAR references only ACI 318-71 (which does not address plain bars). The development length derived from allowable bond attength f rom ACI 381-63 was compared to the development length specified in ACI 318-71, and was found to be conservative. Iberefore, the bond strength f rom ACI 316-63 is considered to be talevant to ACI 318-71. The allowable bond strength shall be further reduced by 50 percent to account for the ACI 318-63 code requirement to book all plain reinforcing bars. This reduction in allowable bond strength is not required where the conduit is cast into a concrete wall or slab with a conduit section with couplings on each end of the embedment that effectively behave in a similar sanner to a book for loads applied longitudinally to the conduit. Moments, shears, and forces transferred to the concrete by bearing cause miniaua concrete stress, and need not be considered in design 1 verification.
l 6.2 Conduit Attachments 6.2.1 Clamps l Conduit clamp capacities shall be verified by the following equations: -
l T d$ 1.0 Ta V dC 1.0 L *C 1.0 i h l
l where:
T V,L, = Calculated clamp loads in the transverse, vertical and longitudinal directions. (Reference ae).
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Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAC.CPIO Conduit Systen Rev. 7 Ts , Va , 14 = Clamp allowable loads to the transverse, vertical and longitudinal directions. ,
1 Dead weight aball be added by absolute sum to the appropriate seismic load direction. The clamp allowable given in tables 1.1 thru 1.9 are for both CBE I and SSE load conditions based on test results (References s and t). The L i direction is parallel to the conduit longitudinal axis. For the definition of V & T direction see Figures 1.
6.2.2 Nelson Studs Nelson studs aball be evaluated by the f ollowing equation:
(h)2 a
+(h)2 a
I1.0 where T, S = Actual tension and resultant ahear in stud T,, S, = Stud tension and ahear allowables (Reference ac)
Table 2 lists the allowables(S) for load combination 1.s calculated by the below formulae (AISC Code). For allowables for other load combinations, see Paragraph 6.1.
T, = 0. 60 x A,g xFy S, = 0.30 x A,g xF7 where A.t # = Mean Effective Thread Area (META) 2 MEIA = 0.7854 [ D - (0.9743/N } I D = Nominal Thread Diameter N = Number of Threads per inch
( 6.3 Support Aneborase o Bilt! Kwik and Super Kvik bolte shall be evaluated in accordance with Appendiz 2. A safety factor of 5 and 4 are used for OBE and SSE, respectively, to obtain the all.. sole desigo teosion and ahear. The factors used to increase allowables in load combinations of Section 4.0 do not apply to the allowables for Hilti Bolts.
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Ebasco Design Criteria for Project identification Seismic Category 1 Electrical ho. SAG.CPIO Conduit Systes Rev. 7 o Richmond inserts and A307, A325, A490 or A449 bolts or A36 threaded rods subjected to tension and shears shall be evaluated in accordance with Appendix 3. A safety f actor of 3.0 is used f or both SSE and OBE to obtain the allowable design tension and ahear f or Richmond inserts. The factors used to increase allowables in load combinations of Section 4.0 do not apply to the allowables for Richmond inserts.
o For miniaua spacing requirement between hilti bolts, between Hilti bolt and Richmond Screw Anchors, concrete edge, abandoned bolts or between bolt holes, and between hilti bolt and embedded plate see Attachments 1, 2 and 3, respectively, to B&R Procedure No. CEl-20 (Appendix 1).
When minisua apacing requirements between Hilti bolts, between Hilti bolts and Richmond screw anchors, concrete edges, abandoned embedded bolts or bolt holes, and between hilti bolts and embedded plates cannot be met, see Appendices 2, 3, and 4, respectively, for reduction in allowable capacity of Hilti bolts.
o For conduit supports attached to embedded strip plates and large plates, the location and spacing of supports criteria contained in the attached B&R Procedure No. CCP 45 (Appendix 8) shall be conf ormed .
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7.0 DESIGN CONSIDEhATIONS l
a) All fillet welds aball be designed for a possible undersize of 1/32" of welds.
b) All structural members aball be designed to account for undercut of*
1/32" at fillet weld locations.
l l c) Prying effect on bolts used for support anchorages aball be included l to account for the flexibility of base plate using STRUDL or E2 HANG l Programs. For anchor bolt shear and tension stiffnesses, see Reference (w).
d) LA Series drawings have been deleted e) Maximum conduit spans specified in Sb. LS series drawings are determined with the assumption that the conduit is flexible (having I a natural frequency <( 33.0 ha).
f) All conduit supports can be either ceiling or wall-mounted, unless otherwise noted on S-0910 drawings.
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Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit Systen Rev. 7 g) Conduit (horizontal and/or vertical run) can be attached to conduit support et any location (s), except for cases where as built data are available and can be used.
h) Multi-directional conduit supports shall meet the frequency requirements as contained in Appendix 7 unless custon 150 evaluation 2s made.
- 1) For every typical support, various configurations in teras of dimensions or seaber inclination (to accommodate reasonable ranges of possible anchorage locations) shall be included unless specifies are noted on as built drawings.
j) 2" topping shall be excluded in the determination of embedeent length for drilled in anchor bolts.
k) Design weights for flexible conduits are listed in Table 5.
- 1) Threaded conduit sectional properties (Table 6) at splice coupling shall be used for conduit stress evtluation. To calculate slenderness ratio and allowable axial compressive stress, nominal sectional properties (Table 4) shall be used.
m) Pretension in Hilti bolts shall be assumed per Appendix 1, Page 7 of
(~ 12. Pretension shall be equal to or greater than 115% of the l working load which is based on a factor of safety equal to 4.
n) Nelson stud tensile / torque strength shall be in accordance with TRW publication - Nelson Standard In-Stock Stude, Page 24 (Reference d).
o) 14eal stress due to pretension from Nelson stud welded directly to structural tubing may exceed Fy in local region. Bovever, the j ductility ratio shall not exceed 10.0. The ductility ratio is i defined as the ratio of the maximum permissible deflection of a structural systen to the deflection at "effective yield" for the system.
For shin plate, the local stress resulting from pretension of Nelson stud will be dasian verified in accordance with Plastic Design Method of the AISC Code. The pretension load will not be combined with the seismic loads.
p) For design procedure of junction box supports, see Appendix 5.
q) Deleted lR7 9
Ibasco Design Criteria for Project Identification Seismic Category 1 Electrical No. SAG.CPIO Conduit System Rev. 7 r) Conduit system subjected to jet impingement load (Yj ) and/or pressure load (Fa) shall be designed on a case by case bas!s.
Presently all trains are isolated and jet 1spingement loads Oj) have not been identified.
s) Punching shear allowables as defined by Section 10.5 of AWS D1.1-79 shall be considered in box joint design.
t) For BC and LBD design weights and dimensions, see Table 8 and 7 respectively.
u) The effect of bolt bole tolerances, miniaua edge distances, substitution of Hilti bolts with a larger diameter and substitution of heavier structural member on conduit support member capacities, will be addressed by generic studies.
Substitution of Hilti bolts with a larger diameter is not permitted. Requirements for oversized bolt hole eff ects, minisua edge distance, and substitution of next heavier size member is considered on a case by case basis in accordance with Reference af and are not within the scope of this document. Requirements for substitution of next heavier size member are also included in Reference J.
v) For rigid conduits attached to cable trays (Sbeet 60-16), the rigid r {
conduit connections shall be designed for 1.5 times the peak "g" f \' values for rigid and max. allowable flexible conduit length.
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l w) Conduits that are attached simultaneously to secondary walls and either to ceiling or adjacent primary walls will be evaluated on a l
case-by-case basis. These conduite are identified in Reference (x) and included in Appendix 9. n e seismic displacements of the -
secondary walls were obtained from Reference (y) and are also included in Appendix 9.
x) Where conduit systes are located outside the buildings, they will be design verified on a case by case basis.
y) The design verification of conduit supports shall be in accordance with the design "g* values given in Appendix 7. The design "s" values (Tables A.7.1 through A.7.6 of Appendix 7) in each direction shall be rotated to envelope all conduit orientations.
However, when supports are design verified using 1.5 times peak "g" values (Tables A.5.1 through A.5.6 of Appendix 5), these "g" values l need not be rotate provided the actual orientation of the support is known and considered.
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Ebasco Design Criteria for Proje.:t Identification Seismic Category 1 Electrical No. SAG.Cp10 Conduit System Rev. 7 8.0 SEISMIC INPUTS When the conduit system is supported on rigid structural components, such as concrete walls and floors, the seismic input is obtained f rom the overa21 building seismic analysis and shall be taken to act at the support-building interface.
When the conduit system is supported on flexible structural components, such as structural steel platforms, the seismic input is obtained f rom analyses which adequately consider tbe supporting element flexibility and aball be taken to act at the interface between the conduit support and the supporting element.
Broadened floor response spectra curves (21 damping for OBE, 31 desping for SSE) developed by C6H for Safeguards (The Diesel Generator Building is contained within the Safeguards Building), Containment Buildings, the Internal Structures of Reactor Building, Auxiliary, Service Water antake Structure Fuel lR7 and Electrical Buildings aball be used as seistic input (References i thru b, l 1 thru o and ag).
Zero Period Accelerations (ZPA) for floor response spectra are defined as the "g" value at 33.0 Es.
9.0 CONDUIT SYSTEM TREQUDiCY t
9.1 _ Conventional Approach The conduit and support frequenefes are calculated separately and then
( combined to find the system (conduit and support) natural frequency.
a) Conduit Frequency (fe) .
- Use nazimum support spacing (conduit span) specified in TUCC Drawing No. 2323-S-0910, LS-Series sheets.
- Calculate conduit f requency with the sasumption that the conduit has one span and is simply supported.
b) Support Frequency (f,)
- Conduit support frequency aball be obtained by hand calculations or using computer programs such as EZHANG or STRUDL.
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Mass of conduits (equal in all three directions) shall be lumped onto the support and at the most critical locations.
Eccentricities of conduit weight, defined as the distance f rom the C.G. of conduit to the C.G. of structural sesber, shall be considered in the analysis.
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Ebasco Design Criteris for Froject Identification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7
- Multi-directional conduit supports shall be considered as 3-L f rame. kh ight of cover plates and the overhangs /artensions of structural members shown on drawings sha13 be included in the st ructural model.
c) Conduit System Frequency (f)
Conduit system frequency shall be calculated as follows:
1 , 1 , I f
2 g 2 g Z c s 9.2 System Analysis Approach System analysis approach may be employed to determine the conduit system frequencies. For guidelines, see Reference (o).
10.0 DESIGN SEISMIC ACCELDLATIONS The design "g" values for conduit and conduit supports aball be established by following the procedure outlined below. In lieu of this,1.5 times peak "3" values may be used to establish seismic loads on conduit systems.
10.1 Conventional Approach The design "g" values contained in Appendix 7 are calculated based on the conventional approach outlined below and design verified or upgraded based on Reference (c) ,
i o Find the seismic acceleration (g) based on conduit system f requency (f).
If f $ fspectra peak then 3 = 3 (spectra peak)
If f > fspectra peak then s = 3 (f) o Establish design seismic accelerations by applying multi-sode amplification factors.
i IffIi s above by .S.$ectra peak, multiply the acceleration, g, found as 12
- _0966u _ , _ . _ _ _ _ _ _ _ _ _ _ _ __
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAC.CP10 Conduit Systes Rev. 7 If f >> fewetra peake multiply the acceleration, 3, found as above by 1.25.
A multi-sode amplification f actor of less than 1.5 bas been justified by design verifying the conduit span lengths and configurations.
10.2 Systes Analysis Approach System analysis (Reference (o)) approach shall be utilized to verify the multi-sode amplification factors mentioned in Section 10.1 or to design verify the as-built conduit isometric drawings.
11.0 THERMAL EFFECTS The thermal load effects were not included in the design verification of generic conduit supports and spans contained in the S-0910 package. The generic junction boxes were evaluated for thermal ef fects in accordance with SAG.CP 21 (Reference v).
The acceptance criteria and conclusion of the thermal analysis study are presented in Appendix 10.
11.1 Normal Operating Temperature Conduit systans will be design verified for the following temperature data:
o Temperature differential ( 4 7) of 32*F in all buildings azcept Containment Building (Reference ab).
o Temperature differential ( Ji T) of 50'T in Containment Building.
o Thermal arpension coefficient of 1.0 x 10-6 pe r *F . The difference between steel and concrete thermal expansion coefficients is used assuming that steel and concrete both expand in steady state condition.
11.2 LOCA Temperature Thermal loads under LOCA conditions will be considered in conduit support anchorage evaluation. The following temperature data shall be considered:
o Temperature differential ( 21 T) of 147'T (see Appendia A of Reference v) and a temperature differential (ik 1) of 59'I with seismic loads (Reference ).
o Thermal expansion coefficient of 6.5 x 10~4 per 'I assuming that concrete expansion is negligible in transient condition.
13 0966u
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 12.0 QUAI.ITY ASSURANCE DOCUMENTATIONS
'the preparation of design calculations shall f ollow Ebasco Engineering Procedures E7-CP, E30 and E76-CP.
Particular attention aball be paid to the f ollowing requirements:
a) All calculations st.all be done in a logical and orderly manner on cross-section paper, Fors 581. All sheets aball be signed and dated by the originator and checker, and be bound and filed in a readily retrievable manner.
b) Computer input listing aball be reviewed and approved by the checker.
c) All calculation abeets aball be legible.
d) Two copies of computer output shall be requested by originator.
One copy aball be used as cher.kprint by checker and the other copy shall be filed for distribution.
e) All calculations shall be independently design verified by reviewer. Fors 599 shall be filled out by reviewer.
4 A more detailed instruction for the preparation of the calculation t :kage are given in Reference (p).
13.0 REFERDICES a) TUCC Drawing No. 2323-S-0910 Series. -
b) General Engineering Catalog No.10A, Unistrut Building System, 1983.
c) Framing Channel and Pipe Bangers, Superstrut, Inc.1974.
d) Nelson Standard In-Stock Stud Catalog TRW Nelson Divf sion,1985.
l e) Comanche Peak Steas Electric Station - Final Safety Analysis Report.
f) Gibbs & Hill Report fFSB-5R, Refined Response Spectra for Safeguards Building, November,1982.
- 3) Gibbs & Hill Report fTR3-7R, Refined Response Spectra for Containment Building, December,1982.
14
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAC.cp10 Conduit Systen Rev. 7 b) Gibbs & Hill Report f aul-8R, Refined Response Spectra for Reactor Building Internal Structure, December 1982.
- 3) Deleted j) Ebasco Specification No1 SAC.CP-25, Technical Guidelines for Seismic Category 1 Electrical Conduit Isometric Evaluation, latest revision.
k) Gibbs & Hill Structural Embedment Specification (2323-S5-30, Rev. 1.
- 1) Gibbs & Hill Report # FAB-4R, Refined Response Spectra for Auxiliary Building.
a) Gibbs & Bill Report i FFB-3R, Refined Response Spectra for Fuel Building, date December,1982.
n) Gibbs & E111 Report i FEB-4R, Refined Response Spectra for Electrical Building, dated November,1982.
c) Ebasco Specification No. SAC.CP-20 Technical Guidelines for Systen Analysis of Conduit Span Configurations, latest revision.
p) Appendix Q to Manual of Procedures, Instructions for Calculation A Package Preparation.
q) Ebasco Specification No. SAC.CP17, Unit 1 Design Criteria for Qualification of Electrical Junction Boxes, latest revision.
j r) Deleted -
s) CCL Report No. A-699-85, Conduit Clamp Test Report, Phase I, dated 12/17/85.
t) CCL Report No. A-702-86, Conduit Clamp test Report, Phase II, l
dated 4/7/86.
u) CCL Report No. A-678-85, Seismic Qualification Test Report of conduit Support Systems, Volumes I and II, dated 10/9/85.
v) Ebasco Specification NO. SAC.CP21. Unit 1 Technical Guidelines for Thermal Analysis of Seismic Category 1 Electrical Conduit Systems, latest revision.
w) Anchor Bolt Shear and Tension Stiffness by Teledyne Engineering Services, May 25, 1979.
I 15
__ __0966u
Ebasco Design Criteria for Project identification Seismic Category I Electrical No. EAG.CPIO Conduit System Rev. 7 x) Ebasco Inter-office Meno JPP-86-299 dated November 7,1986.
y) Stone & Webster document No. DBD-CS-19, Rev. I dated 3/16/87, entitled "Building and Secondary Wall Displacements".
- ) IMPELL Corp. Calenlation No. h-27 (Job No. 0210-041), Rev. 2, dated 5/5/87 entitled "Thermal Load Evaluation".
aa) Ebasco Services Calculation Book No.151. Rev. I dated 5/15/67 entitled "Conduit Concrete Embedment Requirement at Penetration" (Sh 9 of 33).
ab) Ebasco Services "General Instructions for Cable Iray Banger Analysis for Comanche Peak Steam Electric Station, Units 1 and 2",
Rev. 7 dated 4/30/87.
ac) TRW (Nelson Stud Welding D.V.) letter f rom E.A. Chambers to E.S. Yu of Ebasco Services dated 5/20/87.
ad) Balti Fastening Systems, Inc., File No. H2189-51, Report No. 8784 dated 1/30/74.
se) Calculation Book SPAN-1200, Revision O.
, af) Ebasco Specification No. SAG.CP29, Unit 1 General Instructions s.- forDesign Verification of Electrical Conduit and Box Supports, latest revision.
ag) Ebasco Interoffice Meno SAGTUG 1.9818 dated December 15, 1987. IR7 L
16
I l
i Ebssco Design Crittris for Project Identification Seismic Category I Electrical No. SAC.CP10 Conduit System Rev. 7 i
Table 1.1 C1 ssp Transverse Allowables (1bs) Using UN1 STRUT DOLT I 1 Cisap Type 1 I I Conduit I l P2558 I l l l l Nominal l l (oversized l C-708N-U l C-708-S l l l Disseter i P-2558 or I belt) i (oversized I (oversized (in.) l C-708-U l & C-708N-U bolt) I bolt) C-708-S I I I I I l l l l l 1 3/4 l 210 340 1 320 I x I x i 1 I I I I I I l 1 l 100 l 160 l 450 x l X l l l I I I i l i l I 11 1 I I I I l l 1 1-1/2 1 290 1 260 1 460 I x I x 1 I I I ll l 1 2 l (20 1 560 1 600 580 l 480 l I I I ,
( l i I I I I I
I I I I I 3 1 450 1 230 1 1050 1 640 1 500 1 I I I I I I I l 4 1 505 1 235 1 865 l 630 1 550 I l l I I I- .
I 5 I 560 1 250 :l 680 1 620 1 600 l I I I I I I I I I I l
1 17 t m
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit Systen Rev. 7 Table 1.2 Clamp Axial Allowables (1bs) Using UNISTRUT BOLT I I Cleap Type I
Conduit I l P2555 l l l l Nominal l I (oversized l C-708N-U 1 , C-708-S I l Diameter l P-2558 or l bolt) l (oversized I (oversized i I (in.) l C-708-U l & C-708N-U .
bolt) bolt) l C-708-S I I I I I I I I I !
3/4 90 ,
520 l 280 I x l x l I I I I I I I i 1 1 180 l 160 480 x x i i i l i I I I I I I I I I I 1-1/2 200 l 340 1 360 I x x l l 1 I I I I I i 2 1 560 1 750 l 500 1 640 1 480 l l I I I I I k i I I I I I I I I 3 400 . 650 1000 600 1 480 1 I I I I I l 4 1 400 1 625 '
1000 600 530 t i I I : .
l 5 1 400 l 600 1 1000 l 600 1 580 .l I I I I I I I I .
1 I I I l
l l
i 18
Ebasco Design Criteria for Project Identification Seismic Catescry 1 Electrical No. SAG.CP10 Conduit Systen Rev. 7 Table 1.3 Clamp Vertical Allowables (1bs) Using UNISTRUT BOLT I I Clamp Type l I I Conduit I l P2555 I I I I Nominal l I (oversized l C-708N-U l C-708-S l l Diameter i P-2558 or bolt) l (oversized I (oversized I (in.) l C-708-U & C-708N-U l bolt) I bolt) C-708-S I I I I I I I I I I ,
3/4 1 200 320 1 700 l X l x I I I I I I I 1 l 180 l 400 1 540 I x I x I I I I I I I I I I I I l
! I I I i 1-1/2 1 280 1 280 1 440 I x I x l I I I I I I 2 l 400 1 520 1080 l 600 480
(
I I I I l l I I I I I I l I l 3 1 440 l 3983 i 1000 l 640 l 440 l I I I I I I 4 l 340 l 3800 1 760 1 620 490 l l 1 I I l I 5 1 240 1 3705 I 520 1 600 1 540 l i I I I l
l l
19
l l
Ebsseo Design Criteria for Project Identification Seismic Category 1 Electrical No. SAG.CP10 ,
Conduit Systen Rev. 7 Table 1.4 Clasp Transverse Allowables (1bs) Using Nelson Studs 1 l Cleep Type l I I Conduit l l P2558 l l l l l Nominal l l (oversized l C-708N-U l C-708-S l l l Diameter i F-2558 or I bolt) l (oversized I (oversized 1 I (in.) i C-708-U l & C-708N-U l bolt) I bolt) l C-708-S I I I I I I I I I I 3/4 145 534 640 I x I x1 I I I I I i 1 l 150 1 520 l 900 1 x . x I I I I I I i 11 1 1 I i
1-1/2 100 334 , 819 x ! X l I I I I I I 2 1 665 l 860 l 1475 I 830 1 806 I I I I I l t '
i l i I I I I I I I I I I
3 1 512 1 1112 l 1506 l 1000 1 900 l l l l I 1 l
4 l 631 l 1325 l 1400 950 ,
850 l I I I l 5 l 750 1 1538 l 1300 1 880 l 800 -
I I 1 I I I l 1 l
l l
20 l -- ovm
l Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 l Conduit System Rev. 7 Table 1.5 Clamp Asial Allowables (1bs) Using Nelson Studs Clamp Type l l l l
l F2558 l l l Conduit l l l 1
Nominal l I (oversized l C-708N-U l C-708-S l l Disseter 1 P-2558 or I bolt) l (oversized I (oversized I (in.) l C-708-U l & C-708N-U l bolt) I bolt). C-708-S l l l l I l I I I l 1
3/4 214 l 450 1 920 1 X l X l l l l I l l 1 124 368 l 606 1 X X i 1 1 l I I l i I I I I I I I I I I I i I I 1-1/2 1 310 1 440 1 760 1 X l X l I I I I I i I 1100 886 l l 2 1 972 l 1100 1 675 1 l I I I 1 1 I l
I I i 1 s i I I
I I I 3 433 1 1084 1 770 1 925 l 750 I I I I I I I I 700 554 1354 765 950 l 4 1
I 650 *l 675 l 1624 i 800 1 1000 1 l 5 1 I I i I I I I I I I
r 21
Ebasco Design Criteria for Project Identification Seismic Category 1 Electrical No. SAG.CPIO Conduit Systes Rev. 7 Table 1.6 Clasp Vertical Allowables (1bs) Using Nelson Studs 1 l Clasp Type I l
I Conduit P2558 I I I I l l Nominal l 1 (oversized l C-708N-U l C-708-S l l Diameter l P-2558 or I bolt) l (oversired I (oversized I (in.) l C-7 08-U l & C-708N-U l bolt) I bolt) l C-708-S I I I I I I I I I I l 3/4 223 1 534 l 450 1 x I x 1 I I I I I I 128 393 l 900 1 X l X 1 1 l I i I i l i I I I I I
i I I l I
1-1/2 100 l 334 l 819 l X l X l I I I I 1 1 2 1 665 l 760 l 1475 l 830 l 806 I I I I I I I I
( l I I I I
I I I I I I I l 3 l 512 l 1063 l 2092 l 1040 l 2800 l I l I I l I I l 576 l 1300 1 2878 l 850 1 2800 l 4 I I I I .
l I l 5 l 640 1 1538 1 3664 l 680 l 2800 l l 1 I I l
i i I I I
Ebasco Design Criteria for Proje:t Identification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 Table 1.7 Cleep Transverse Allowables (1bs) Using HILTI KWIK BOLT l I Clasp Type i I l Conduit l l P2558 l l l l Nominal l l (oversized l l Diameter P-2558 or bolt) C-708N-U l C-708-5 (in.) C-708-U & C-708N-U (oversite bolt) l I I I I I I l 3/4 100 205 480 X l 1 1 I i 1 11 1 125 l 220 1 360 l X l l l 1 1 I I I I I I I I I I 1-1/2 80 1 240 1 310 X i i i i l i I 2 l 240 l 320 l X 660 k i I
l I
l I
I l
I l
3 l 360 l 1288 l X l 1000 l l ll l 1 4 355 1
1200 X 660 l
l 5 1 350 l 1185 l X ll 320 *l i I I 'I I l
83
Ebasco Design Criteria for Project Identification Seismic Cstegory I Electrical No. SAG.CP10 Conduit Systes Rev. 7 Table 1.8 Clamp Asial Allowables (1bs) Using HILTI KWIK BOLT I l Clamp Type 1 l Conduit i P2558 I 1 l Nominal l (oversized .
l l Disseter l P-2558 or i bolt) I C-708N-U l C-70E-S I (is.) l C-708-U l & C-708N'U l (oversize bolt) l I I I I I I I I
3/4 70 360 660 X l l I I I I 1 1 125 1 230 l 648 X l l l 1 1 I I I I I I I I 1-1/2 12 0 l 120 l 780 X l l 1 1 I I 2 l 250 l 525 1 X 700 l i I I
(, I I I i 1 ,
3 280 800 X 625 L I l l l 1, ll l 4 230 l 800 1 X 875 l I I 1 l 5 l 180 1 800 l X l 1150 l l I I I I I I 1 l
i l
(
24 l
0966u
r Ebasco Design Criteria for Project Identification Seismic Category 1 Electrical No. SAG.CP10 Conduit Systen Rev. 7 Table 1.9 Clasp Vertical Allowables (1be) Using HILTI KWIK MLT I l Clamp Type i I P2558 I Conduit I l I I Nominal l I (oversized I l Diameter l P-2558 or I bolt) l C-708N-U l C-708-S (in.) l C-708-U l & C-708N-U l (oversite bolt) l I I I I I I I
3/4 275 200 510 X i i l I 1 l 95 l 180 i 290 X l l l 1 I I I I I I I 1-1/2 120 l 240 1 360 l X l l l 1 l l
2 l 300 1 560 l X l 620 I I I I I I I I I I I I 3 1 260 l 1288 l X l 1000 l 1 I I I 1
4 l 260 l 1200 1 X l 630 I I I -
l I l 5 1 260 1 1184 l X l 260 l l I I I N
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 l l Service Load I StLd Diameter Conditions OBE l (inches) and NETA Tension i Shear I threads per inch l ( in ) I (1bs) l (1bs) i l I S = Ta I S = Sa l l I I i 1/4-20 0.032 1 960 480 1 11 3/8-16 0.078 2340 1170 l I I I I i 1/2-13 1 0.142 1 4260 l 2130 l l l l l l l 5/8-11 h 0.226 l 6780 l 3390 l I I I I I
I i Table 2. Threaded Nelson Stud Tension and Shear Allowables Table 3. Deleted l
6 I
Ebasco Design Criteria for Project Identification Seisaf: Category I Electrical No. SAG.CP10 Conduit System Rev. 7 I
l Conduit l l Nominal I A I S r l Diameter l Conduit Weight *
! (Inches) l (Lbs per Foot) 'l (inches ) 1 (inches ) l (inches ) l (inches) l I I I I I I I I I I I I I l 3/4 1 1.5 l .333 .037 l .071 l .334 I I i 1: I I i 1 l 2.0 I .494 l .087 I .133 .421 l l 1 l l l l 1-1/2 1 4.0 l .799 l .310 l .326 l .623 l l l 1 1 I l l l 2 1 5.0 l 1.07 l .666 I .561 l .787 l l l 1 1 I I I I I I I I I I I l 3 1 13.0 1 2.23 l 3.02 l 1.72 l 1.16 l l l i l i I 4 l 19.0 1 3.17 1 7.23 l 3.21 1 1.51 l
. I I I I I I l l 5 1 23.0 1 4.30 1 15.2 1 5.45 l 1.88 I I I I I I
- Including emble weight incide conduit -
Table 4. Conduit Design Weight and Sectional Properties '
s v.v. , ,, - - , +w n- , - - - + - - - - , , - - - - - ,---
Project Identification Ebasco Design Criteria for Seismic Category I Electrical- No. SAG.CPIO Conduit Systen Rev. 7 l
I l
Conduit I l Conduit l Nominal Weight
- l Diameter i l (in.)
l (1bs/ft) l 1 I 1 i I
F 0.73 l l l 3/4 l '
l 1.19 l l 1 2.40 l 11/2 1 2.73 ;
2 l 1 1 I
I l 8.78 l l 3 4 l 12.64 l l
l 15.36 l l 5 1 1
l
- Including cable neight inside flexi' ole conduit.
Table 5 Flexible Conduit we.ight 9
l l .
l 28 GET{% _
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit Systen Rev. 7 I I I I
I Conduit l l l Nominal l S (in )
3 A (in )
2 Diameter (in) l I I I I I I I l 3/4 1 0.038 l 0.184 l l 1 1 0.070 1 0.265 l l 1-1/2 1 0.184 1 0.454 l l 2 1 0.330 1 0.636 I I I I I
l 3 1 0.981 l 1.275 1 4 l 1.952 l 1.935 l 5 1 3.439 l 2.720 l i l i i Table 6 threaded Conduit Sectional Properties
(
(.
l l
l l I i
i I
29 l
l 1
l Project Identification Dasco Design Criteria for Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 I I I I
l l l Conduit l 1 l LBD l LBD l 1 l l Nominal l DIk l Diameter l Size l Weight
- l DIk l l l (in.) I (in.) l (1bs) l (in.) l (in.) l l l l l l l I l l
\ l I 1 1/2 l 13 1 31 1/4 l 2 1/4 I 1 3/4 l i
I I I 'I I 2 1/4 1 1 1/2 13 { 11 1/4 I l
I I 1 1/2 l 1 1/2 1 13 1 11 1/4 1 2 1/4 l l I 1 1 I l 2 1/2 2 l 2 l 15 l 11 1 l l I I I I I 3 1 3 1 45 l 16 l 5 1/2 l l i I I I I i 7 1/2 4 1. 4 1 100 l 23 1/2 l l 1
1 I I I l 5 1/2 5 l 128 1 29 l i 5 1 I I I I I I
Table 7 LSD Deeign weights and Dimensions 30 0966u
Project Identification Ebasco Design Criteria for Seismic Category I Electrical No. SAG.CP10 Conduit Systen Rev. 7 I l Conduit I l Nominal l B.C l B.C. I B.C. l I
I Diameter 1
Size l Weight
- Length I (in.) , (in.) l (1bs) (in.)
I I I 1 l
) i I I l
l 3/4 , 1 1/2 1 9.5 l 13.75 l I I I l l
l 1 1 1 1/2 1 9.7 l 13.75 l I I I l I 1 1/2 l 11/2 1 10.8 1 13.75 l l
1 1 I l
2 l 2 l 11.6 l 13.75 l I I I I i
l 3 l 3 1 28.9 l 18.375 l 1 i l l l
4 l 4 l 53.3 l 23.75 I l
I I I I I i
- 3.C. design weight includes conduit and cable weight inside B.C.
Table 8 B.C. Design h' eights and Dimensions .
31 0966u
l l
Project Identification Ebasco Design Criteria for No. SAG.cP10 4
Seismic Category 1 Electrical Conduit Systen Rev. 7 L
b .
I i
\ l I
~ 9,
-l i i l
l i
i v o -
t '
t l
y o
I
- T l
, , > t i 1 l #
Yl l
Figure 1. Definition of Le y and T - W O "
l l
l i
32
Project Identification Ebasco Design Criteria for Seismic Category I Electrical No. SAG.CPIO Conduit Systes Rev. 7 APPENDIX 1 INSTALLATION OF "HILTI" DRILLED-IN BOLTS k
Note: This is a Brown and Root document No. CEl-20, Rev 9, incorporated in the design criteria without any changes.
0966u
- - - ~ - - - - _ - - _ - _ _ - _ _ _ _ _
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. SENE & ECT, INC.
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car-20 / o ',' 12/16/a3 1 of 12 i TIT 1.E: 0 '7
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cossnrenos rearc: m:1 mte
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{ CPT G l 2.0 2.1 Cr*T.u.t ' g T."' $ { g 5;'
Enrost f' f' - ,
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l= =
2.3 = 8,1 E.E.S POM 5131tITY k ';},edI i 1 u.
- =' = 2o"> .
[ G. .
u u.. d'1 Q " l 3.0 PRDCDTRI 3.1 DS .AI 1.A!10N d'y CONTEg\,
3.1.1
!ac.atine Bolt.
3.1.2 brillist E=1es 3.3.3 W rt. int Belts . . .
3.1.4 Setti.ns Ec)ts 3.1.5 Espair of stok.en Coterete and Abandot,ed Roles 3.1.6 _Modificatien 3.1.7 Enverk of ac3 ts in 2-inch cenerete Topeter areas 3.2 1sSFLC71CN .
0.11 AMACEcr5 .
.N c, . 1 Miniasm Spacing Between til:1 Expansion Solts l Ro. 2 Mitir.m Solt Clearances No . 3 Minisr:m Clearances to tabedded Plates
- so. 4 14tgth Identification System 1.0 tr7IP.Dets .
- 3.1 Ma constrvetion Procedure 35-1195-CCP-12. Concrete Patching.
Finishing and Preparation of Constrvation Joists" 3.2 EM-13966. *11111 tvik-loit Testing Progras".
1.3 TUT-4 5 93. (Ma y 2 2, 1978 )
1.4 347 Qrality Assurar.ce Procedure CP-QAP-16.1, "Control of Monconferiting Itans".
h" pmfV .
w
- O
(
o ..
m s- . dE
( '
mcw gacc7T,DC.
1x.TTRUCTTM IL'wE ER REYf5 TON DiTE PtGf
. grgIs 28 35-1.1H CE2-20 p 11/18/83 2 of n 1.5 WII frecedure so. C7F-EP-1, *Precedere for Preparaties of Desigi )
man,es . .
- \
1.6 25-1195-111-13, SG 1astruction'"calibration of Iticrometer Torque Wrenches".
1.7 CP-QP-11.2, WOC 0 Procedure, "Surveillance and Inspection of Concrete Anchor Solt lasta11ations". .
1.8 . GI-qP-11.2-1, WCCD lastruction "Centrate Anchor Bolt lastallation".
1.9 QI-qP-11.2-3, WGco Instricties, "Forquias of Cos, crete Anchor selts".
1.10 QI-QP-11.2-4, WGCC 1as triction. *1stpecties of "tilti" Super tvil Bolts".
2.0 CDTR.A1. !
2.1 PU1703E
( '
+ 2.1.1 'De purpose of this instruction la to describe the methods to be folloved La tha field inata.11 ttoo ef 11111 drilled-in szyastoe anchors. .
2.2 SCOPI
- 2. 2.1, , his instruction severs the location, repair and preparation of ar-panatoo bolt holes Lastallaties of the expuice bolts, and the ter-masent marking of bolts for identification both prior to and a.f ter their installation. De prenisions of this tastruction apply to both tilti tvii-3cits and tilti super trik-nolts that are need for tastallatten of safety related equipment, and for the installation of son-safety related equipment located in safety reisted structures.
3heviatiou from this instrvetion are peru.itted provided they are properly approved by the Engineer, pos t out cap s may ac t be subs ti-tuted for het head suts without prior Engineerin, approval.
2.3 3.L370K313ILTTT
- 2. 3.1 , Establishment of centrol potats and lines for mae is layout of bolt toe.ations shall be the responsibility of the SLR Pield Eag!-
seerias Superistandant. De t e rmina t ion an d ma r k. tag of bel t hel e location shall be performed by the craft vt.ich preptu the holes and tastalls the bolts; and the superintendent of that craf t shall be responsible for this layout work at.! for preparatirn of holes aad bolt inats11stion.
_,.a
.,a a - - - _ ~ .-m-am -
(..
EFTEC'IYE
- ptllNM g tecT,1)c". TM3"1tUCTION REVISIDM SATI past lepea _
CPED
- 3 23-119I g22 20 9 32/16/83 3 ,f 3, 2.4 BETIFIT20ft3 2.4.1 "Drilled-La f.rpassion Bolta" sta bolts having arpenaten wedges so arranged that, when placed in a drilled hele and the sut tightened, the we.dges are arpanded and the bolt la securely anc.hored, all as annufactured by Rilti Fastening Systems, Inc.
2.4.2 *R.ilti" is Bilti Fastsaing Systems, Ise., supplier of the expansion bolts.
2.4.3 * "Salt langth" is the total evers11 length of the bolt. Thia la t.be length dimension shown ta the Bill of Statertal se the appre-yriata dravinga. ,
2.4.4 "Settiag" a bolt assas positioning the bolt and tigstening the nut
- er post nut to the artent reguired to complete the arpassion of the wed ge s .
!.4.5 "Embeinest Langth" is the length of bolt aztending below the eur-(
~
face of the 4000 psi (28-Asy strength) strvetural concrete prior to setting (tightening). Where act shown en the pipe / instrument
\
- entport design drawings, the minir.es embedment length shall be as follows:
. 1217 b1A.'T"ER ICh*DCN DOD*dNT Evit-Solts Super Enk-&cits 1/4 1 1/s .
3/s a s/s
- 1/2 2 1/4 3 1/4 s/s 2 3/4 -
3/4 3 1/4
- 1 4 1/2 6 1/2 1 1 1/4 51/2 s 1/s l
1 Piaenstems are ta tar.hes, they are according to recommendaticas by tilti and terrespond to the simir.ma shown in Abbot A. Rank.s.
lac. Test Report No. 8783R et W.k-Bolts and fest Rapert Nr. 8766 es Super W.1-loits, as published in tilti ' Architects ant I ;f-neers anchst and yestener Design knual.
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- 2B 35-11P6 CEI 20 9 12/16/83 4 ,g 3, Th e abn e m.t af.sua embe dmen t lang ths ar e in t o stree t e ral c.o n c r e t e .
On fleers where 2-inc.h thick tencrate toppias (and thichar on reef slabs built up to slope to draia)' has been placed separately, .
bolts shal.1 be of enf ficient length to prnida anbedsent length !
er everall langth at least equal to the thichess of the topping
- La addition to the length above en the dravings. For floor mounted '
pipe supports only, the engiacer shall erralsste and approve the avpport for sufficient embedsent length en a case-by-case basis. The areas ubers this tepping occurs are shown en the following dravings
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. Drsving b . Sheet k. Seildies PSC40421
- 1 Psal F5C-00421 2 Psal FsC-00422 1 Easeter il PS C-00422 2 Eaatter #1 FSC40422 3 Saatter fl FS C40422 4 Reacter 31 Saatter il
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FSC-00422 F5C-00423
- 3 1 acriliary PsC-004 23 A=x1114ry
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rst-00423 3 w itary FSC-00423 4 Acriltary F5C-00423 5 4:x111ary PS C-00423 6 Acziliary FSC-00423 7 Ar.riliary F5C-00423 8 Auxiliary
- FsC-00423 9 w u m ry FSC-404 24 1 Safegvard il F5 C40424 2 Eafegurd il FS C-004 24 3 Safegard il Fs c-00424 . 4 Safeguard il FSC-c0424 5 safeguard il FS C-00424 6 Safeguard fl FS C-00426 1 Service stater Intake rs C-00425 1 Safeguard #2 l
Fs t-40425 2 safeguard #2 F5 C-00425 3 saf eguard #2 3.0 ,
FICCDM 3.1 D$tA1.1AT10N 3.1.1 toestier Bolte .
3.1.1.1 A.s required by autherfied engtseering documents, bolt locatie:s sha*1
-- be deternised by the installing craf tsses sa!.ng the control petets i I
and lines establi.shed by the Field Zagineering Department; and as eee- e# # ee oe e e e e e seee .o e e 4_
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ROWN & ROCT, DC. !MSTRU:i10N Um~M
- . erp3Et REY 1570N BA*T pg=
CPSg3 J08 35-1195 g.El-20 9 12/26/83 3gg an aid in locations where reinforcing steel integrity is considered to be critical; stilisation of reimforcing steel placement dravings
- and suitable reinforcement detection equipment may be used. ne minf. mum spacing and/or clearance for arpansion bolts shall be pro-vided as indicated in Attachments 1, 2 and 3 maleas specifically
. approved othervise by the Engineer using appropriate desis: documents.
3.1.2 Drilled soles ,
3.1.2.1 , Erpansion bolt bolsa shall not be drilled into structural reinforcing steel unless approved by the design engineer er his representative.
. Roles for the arpansion bolts shall be drilled into eencrete by the saa of suitable power drills saias 'hilti carbide masonry hits of the same seeimal size 'a; the bolt and which are desisted and recon-
.. mended by the 3.1111 Corp. specifically for this purpose, or as ap-proved equal, he bolsa shall be drilled to depths at Isast one-b.a.lf (h) inch graatar than the embedment length of the belt. This is in order that any accessible /asable abandoned bolt can be cut off and driven deeper into the bele and top covered with grout or
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other suitable filler to c. lose the hole. Abandoned bolts t. hat are not usable or accessible may be lef t in placa without further re-y work or approval.
3.1.2.2 Boles shall normally be dri.ned as naar the perpendicolar to the cancrete surface as feasible. In no case shal.1 the long axis of installed )olts be more than 6' from thia perpendicular direction.
Excess dust should be claaned from the hole af ter drilliag. .
3.1.2.3 Where cutting of structural reinforcing stesa is persitted by the Engineer, Drillco wwter cooled carbide / diamond bits or equal shall be used. Coce the strvetural reinforcing stes.1 is cut, the re-mainder of .the hole shall be dril. led with a 'hilti" carbide sasonry bit per 3.1.2.1. Both bits shall be of the same sosiaal dia=eter as the bolt to be installed.
3.1.2.4 Im limited secess aress it may be difficult to drill holes for arpansion bolts using equipment as required by 3.1.2.1. For this situation, a flexible drive drill with drill press /vacuu= base and Drillco water cooled carbide /dissend bit or approved equal may be ased. Caution shall be used what drilling to svold the cutting of strvetural reinforcing steel. la no case shall structural rein-forcing steel be cut without prior approval of the Engineer.
3.3.3 Markine Bolte 3.1.3.1 The threaded and of belts shall bear permanent markings which indicate the balt length. ,
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[21-20 , 12/16/81 6 of 12 !
3.1.3.2 Mase marungs shall be made by the massf acturar by die-starping a latter er a amber en the top and af the bolt. this staarias shall ind ica t e th e bo l t .1 es g th La a c c o r dan c e wit h the '14 a g th I d e n t if i ca-ties sys t en" (At ta chme n t 4) . Solts may also be markad en-site by tSe same system if verified and decaseated by 541 QC. For Post 1 Det Serisa E.ilt'i Solta, the letter er aanber dasigsstion shall serraspond to the everall length of the assembly with the Post Det Cap completely tastalled (thraads bottooed est).
3.1.3.3 11.1t1 Super tvik Solta shall be additionally marked with a "star"
. so t.he and which will remain arposed upon tastallation. This marking will be performed by the craf t ta a manner utdch does not oblitera te the length ma rting. De stamp shall be castrolled by the sagstaant QC Inspector. -
3.1.4 Settime Belts 3.1.4.1 la no esse shall belte be set ta esserete herias strength laas than the 26-day old design strength. Inserting bolts may be accomplished either by use cf a mandral er double outs. In maing double mots, they shall be placed en the belt se as to protect
- the bolt and and threads. The bolt shall be driven into the hole
,,,,) the embedment length by blows en the mandral er ant. Projection
( of the bolt should be such that, af ter final tightening, the end ,
3 af. the bolt is not lower than flush with the typ of the aut. Its projection above the top of the act ta mot 11mitad although its l
- sitage La projection during tightening shall be within th) limit specified below. De mandre.l. if ased, is than replaced by a aut, or the top double sut is removed and the bolt is "set". The setting will be accomplished by tightenlag the ant against the fia-tare being installed. At that time, the out will be drawn down'and the bolt pulled to set the wedges by the see of a targw wrench, at taining a t lea s t the respective final valeas shown in the following table unless otherwise abovn on the drawings. Scring tightstica the ant, the change in bolt projection shall not sateed one nut height urless othervise apptaved by the magineer. libere 5/8" dia-meter bolts are used La aracting Dni-Strut members for instrument or conduit supports in such a way that the bearing scrface under the
- sut, ased with a flat washer, baars against the open side of the Dni-Strut, the nut shall be tightsmed to 30-foot-pounds torque.
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C samm a non, in . xxsn u m ex 80wg ER Rfy1$10N rriam DATI pty-CPSE5 J08 35-1195 'ctl-20 , 12/16/83 7of12 BOLT SIZE . TOR 0"I (F t .-1.b s )
(tilti Erik or Soper Kvik, all aabedsent depths) 1/4 8 3/8 17 1/2 70 5/8 ,
120 3/4 15 0 1 230 1 1/4 400 These values were determined by field tests condotted by F.1.lti at the CPSES site dich yielded a siniaun static tenn11 load capacity agual to or graate* than list of the tensile working loads given in Tables 1 and 2 of Appendiz 2 of Specificatics 232)-55-30.
The cosplete report en those tests is filed ta the 34R QC Depart-(-g _,
mant. (itf. CFFA-7240 or &&R 25-13966).
q- Bolts dich cannot be torquad to the above minime values shall be
{# cut off, driven deeper into the bole, and patched per Reference 1.1 er shall be removed and replaced in accordance with 3.1.4.2 below.
Torque wrenches used in thia operation shall be calibrated and Periodically recalibrated La accordance with Engineering Instruction 35-1195-1E1-13, "Calibration of Micrometer Torque Wrenche4", Ref,-
erance 1.6.
3.1.t..).1 For post not series 111t1 bolts, setting the bolts shall be done la accordance with Section 3.1.4 with the following exceptions applying to Se ction 3.1.4.1.
Inserting bolts may be accomplished by the use of a pos t nut.
Pl aced on the bolt so as to protect the bolt end and threads.
De bolt shall be driven into the hole the embedsent length by blows on the post mut. Projection of the bolt should be such that, af ter final tightening, the end of the bolt has a minimum thread angagement of 3/16" for 1/4" dsa. and 3/16" f or 3/8" dia. bolts. De projection should also be limited such that, af ter final tightening, the threads en the post sut bsve set bottomed out en the balt. 'f%e post not used to insert the The setting ,
bolt should then be removed and .he bolt is "set".
vill be acconv11shed by tightentag s new post sut assinst the fixture being installed. At that time, the sut vill be drawn ,
down and the bolt pulled to set the wedges by the sa: et a
( N, targoe wreach and 3/8" drive screwdriver adapter attaisita e
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=ES 35-M.95 cc-20 9 12/M/83 e of 12 at laast the respective final valens abovn la the abne table on. lass otherwise abovn es the drsvings. During tightcatag the -
pos t ou t , th e chan g e in bol t pr oj e c tioe shall no t aze s ed k" for a 3s* dia. and 3/8" for 3/8"'dia bolta, malsas othervise approved by the engiaeer. .
3.1.4.2 Esplacement of ampansion bolts that slip, loosen, pull eut or fail to achieve the specified t.orgue may be a:,cespliabad by one of the foliowing methods 3.1.4.2.1 he bolt shall be removed and replaced with a bolt that has an embed-ment depth increased by at taast 4 bolt diameters for tilti Erik-Solts and 4 bolt diameters far tilti Soper Er11-loits um. lass other-vise directed by the Engineer. Oc shal.1 be motified prior to com-mencing work.
3.1.4.2.2 De re-installation of as ext asien bolt in an empty but "pre-nsed" hole is acceptable provided the fol.leving requirements are met:
( a. De azisting bole has act arperienced strvetural damage as may be ed.ibited if the previous bolt had been displaced through *
( - tension or shaar causing severe concrete spa 111ms. Severs .
concrete spa.lling are depths that ascend the dimensions pro-vided la 3.1.5.1 belev.
- b. Bev "Replacement" arpansion anchors are at least see diameter sine larger. .
- c. Dev embedsent depth ta equal te er graater than the previous bolt but in no c.ase le s than the miniara embedmeat reguited per 2.4.5 shave based en the "replacemat" bolt size,
- d. Solta that cannot be replaced pr the above may be" replaced by a belt meettag the requireme=ts of 3.1.4.2.1 er may be est of f, driven into the hole and patched per laterence 1.1.
- a. QC shall be notified prior to camencing work and af ter the belt has been ranned so that QC may taspect the "pre ; sed" l ' bele in accordance with the applicable Q: procedores.
- f. QC shan be notified prior to causencing work.
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Jos 3s-11 s tr1-2o ., 22/26/s3 , ,, 3, 3.1.4.2.3 The re-installation of an arpansion bolt in an empty but "pre-used" bole la acceptable provided the following requirementa , ,
are met.
- a. De bolt being replaced has been removed from the concrete asing a Diamond core bit of the same sozinal outside diameter as the replacement arpanaten belt. h e replacement belt shall be ese df amater sisa larger than the bolt being removed.
- b. De axisting hole af ter belt ruereal thould not show evidence
' of structural change as in the fors of severe concrete spalling.
Severe sancrete spalling are depths that exceed the dimensions provided in 3.1.5 1 below.
I I c. New a=bedsent depth is equal to er greater than the previous bolt but in no case less than the sitiar.m embedeent required per 2.4.5 above based on the "replacenamt" bolt site.
- d. Delts that cannot be replaced per this method may be replaced
' by a bolt meeting the requirements of 3.1.4. 2.1. 3.1. 4. 2. 2 o r may be cut off, driven into the hole and patched per Ref eren:e 1.1. -
- e. QC shall be actified prist to commencing work, and af ter the
! . bolt has been removed so that QC may inspect the "pre-used" bole la accordance with the applicable QC procedures. .
l 3.1.5 ReMir of Broken Concrete and Abandoned Roles l
' 3.1. 5.1 structural concrete that ta brokan er spalled as a result of bolt installation but is structurally sound shall be cleaned up and may be cosmetically repaired eitner la accordance with Construction i
Procedure CCF-12, or by the ase of "h:'IE0" fils as manufactured by l and according to the reco=nendations of Southern Imperial coatics, In c. Spalling of structural concrete to depths greater than these listed below shall be cause for rejection of the hole and redrilling will be necessary.
mz. Acceptable Role giee spall Derth s/s" sad under 1/2" 3/4" to 1 1/4" (incl.)
3/4" Spalling of the 2" topping in areas described La Section 2.4.5
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shall be cleaned up and repaired in accordance with Construction Procedure CCP-12 using material described in Section 4.1.2 7 of CCp-12. Nziam spali depth ta mot to excemi depth of teFpi83*
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@ 8 35-1295 CEl-20 9 12/56/83 ge ,, 3, 3.1.5.2 A1.andoned belas aball be filled and patched prier to emeting the '
concrete. This repair shall be la a: corda.nca with previsiona of 341 constrvction Procedure 35-1195-CCP-12 for filling
- 1e Lnaa*
by the nae of patching mortar prepared as described in paragra;b d.1.1.3 of that procedure. Esvner, skandoned CTI17_ID boles, orginally drilled for tilti arpansion bolts, which v11.1 he cre-p!stely covered by the base pistas er saglu of attached firtures and whic.h are fartbar than fort bolt diameters -(center-to-center)
- from an active Eilti bolt, may be filled with "Silpruf" seter-
. proofing saalant er "CZ 1300", both as manufactured by General
. El e c tric , In c . Bolas located at a distance of four bolt diameters and cleswer, measured center-to-canter, free tilti bolts shall be ff.11ed and patched according to Procedure 35-1195-CCP-12 described above prior to torguias.
3.1.3.3 Dou:ad sichmond screv Anchors dich beve ben plugged by Richsend scre,-ia plugs may be used for permanent aachoragt only after specific approval by the Engineer.
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3.1.6 Modiffection 3.1.6.1 When IIis necessary, as the raamat of reinforcing steel interfer-
! ance or en-site unavailability of correct langht bolts or for other raason,11111 bolsa may be modified, with yroper QC witnessing, on.
site shortening, rathraading, and staaging the new length desigaation.
l This shall be done only en a case by case basis spen approval of .ths I desip engineer responsible for the fizrure er stem involved and span completten of appropriate permanent plaat decemetation (i.e.,
DCA, 010, r3I, Operational Trevaler, Desip Draving, etc.) by the desip engineer. Final belt length shall be sufficient to satisfy the desip requirement. .
3.1.6.2 Substitutten of a 31111 bolt of the mart larger site is acceptable, provided all spacing and embedment requirementa are met er az:eeded
. for size 11111 bolt rubstituted.
3.1.7 Rsverk ef lette in 2-inch Centrate Tetting Areas 3.1.741 For areas in which the requirements of section 2.4.5 cannot be met, the following setten shall be talan
' 3.1.7.,1.1 Erpansion bolts which af ter setting beve less than belev indicated embedment length into the strvetvral centrete shall be rev:rtad by one of the methods provided in section 3.1.4.2 or as follows:
( Selt tyve Embedoest Af ter seg ,
' - - 'Erik-5cits *
> belt diameters super Erik-neits Sh belt diameters 1
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CP1E3 etmemn fu e Dt t EVISION DATI et;;
g JOB 35-1195 crt-20 -
p 12/16/83 33 ,, 3,
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.. ...- .a.. E=le ting 14 :s ties - --- - --- -
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- 3. Solt rearral - The removal of fa-place ertamaton bolts g shall be completed with care so as not to das. age the can.
y trete, thereby tapairing its integrity. A hollow core gf hydraulic ras placed directly ever as appropriately sized j baseplate dich is centered en the bolt may be saed to a" . apply direct tensten to pull the b'elt threugh the arpan-
- t- sion wedges. The baseplate should be a la tac.h thick oguare plate of a minimas of 16 espansion bolt diameters )
1a width, bearing directly against the esserete surface. J
- 3. Once the bolt la reseved, see a high speed drill and bit i to dri.11 through the wedges remaiaing ta the side of the hole. Rasove any roose wedges la the bola. l i
- 3. Using appropriate equipment, re-drill aristtag azpansion '
bolt hole so that the new enkeinent depth la a sinimum of
..' 43t bolt diameters for tilti F.ik-lolta graater that the
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- previous existing.eabedmen't dsyth or to the specified i
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embedsent depth, dichever is greater saless otherwise directed by the Engiacer by appropriate design documents.
- 4. Rainstall the appropriate sized arpassies anther to meet
. the reguired embedsent length.
- b. Relocation - Abandes existing expaasten anchor belts and re'-
locate support strveture. Abandoned belta shoald be est off, driven deeper into the hole, and patched per Reference 1.1.
- 3.1.7.1.2 Erpassion belts which have less than the specified desigsod embed-ment length late structural senere,te but graatar than the values indicated above is 3.1.7.1.1 shall be e"aluated by the responsible design angineer. If found to be acceptable "as-la", appropriate design change documents shall be issued. If found to be unaccep-table, the orpansion bolt shall be reworked ta accordance with
. 3.1.7.1.1 s or b.
- f. 3.2 INSPECTION
'4i ,. 3.2.1 Easpecties of tilti bolt fasts 11 sties shall be perfarmed la accer-dance with Aeferences 1.6,1.7,1.8.1.9, and 1.10 sad other appli-emble site QA/QO procedures aBd lastrvCtiesa. ,,,e, i .
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PROC DURE NN.BER REVISION MTE pAgg CP5 E.5
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J08 35-1195 s
21-20 9 !!/26/83 12 of 12 3.2.2 Renoval of sa insy'ected 11111 bolt shall be deemented on an Ir.s la accordance with CP-CFM 6.10. Reseva3 and replacement of men.Q Eil t i bol t s in' C.a ta g o r7 I s t rv e t ar e s shall bie de e m e nt e d on a: Its -
and suba.itted to QC for subsequent processing.
Note: An II.N is not required if a non-Q 11111 is only goizg to be rearved czd met replaced.
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SRDWM & ROOT IE. IM5TRUCTION DTICT!YE .
s' CPSE3 fr.MB ER - RW!sf0N SATT pan J08 35-1195 12/16/83
- CEI 20 9 l 1 er 3
. ATTAc %~hT 1 .
- MINIM.M SPACIN3 SETWEEN H!t.71 EXPAX3!0N 80LTS Hilti .
Bolt CEHTER T0 C'E N 7 E R S P A C 1 N G T 0:
Stre 1/4'Hilti 3/8'Hilti 1/2'Hilti 5/8'Hilti 3/4'Hi1ti l'Hliti 1 1/4*Hilti 1/4 2 1/2 3 1/8 3 3/4 4 3/8 5 6 1/4 7 1/2 .
5/16 '2 13/16 3 7/16 4 1/16 4 11/16 5 5/16 6 t/16 7 13/16 3/8 3 1/8 33/4 4 3/8 5 5 5/8 6 7/P S 1/8 1/2 3 3/4 4 3/8 J 5 5/8 6 1/4 7 1/2 8 3/4 5/8 4 3/8 5 5 5/8 61/4 67/8 8 1/8 9 3/8 t f '
3/4 5 5 5/8 6 1/4 6 7/8 7 1/2 8 3/4 to -
' N.
6 1/4 67/8 7 1/2 8'1/8 8 3/8 10 5/8 7/8 5 5/8 ,
1 5 1/4 5 7/8 7 1/2 8 1/8 8 3/4 to 11 1/4 1 1/4 7 1/2 8 1/8 8 3/4 9 3/8 to la 1/4 12 1/2 -
Dimensions in inchu.
- The miniram spacing outlined in the above chart applies to Hilti bolts deuiled on separate adjacent fixtures. Violation of mini- ,
su: s > acing by the installation of two separate adjacent fixtures will ,>e approved only by issuance of an Engineering Evaluation of Separation Ytolation Form by the C,PPI design groups (Ref. CP-EP-4.3).
Hilti bolts detailed on an individsil fixture drawing may have less
> than the minimum spacing tabulated above. Such fixtures have been derated by engineering justification and are the responsibility of the organization issuing the respective fixture drawing. Install-ation in this case shall proceed in accordance with the fixture drawing.
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33 35-11t$ l!
CEl-20 I 'l
. ATTACINDT 2 .
MIXDUM 80LT CtEARAELS *
(IMHLS)
Mlhle DISTAh*E TO Rictacrc Ace rcont: Miitt kiu or Hilti Solt Size Screw Archers' Concrete Edge
- 21es and Embedtsf An:h:r 1-T nc e M-i rc h 8elts that are cut Off"
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1/4 7 5/8 12 V4 1' V4 1/2 .
3/8 8 1/4 12 7/8 1 7/8 3/4 1/2 8 1/8 13 U 2 2 U2 1 5/8 9 1/2 14 1/8 3 1/8 1 1/4 3/4 10 1/8 14 3/4 3 3/4 1 1/2 2
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. I 11 3/8 16 5 1 1/4 12 5/8 17 1/4 5 1/4 2 1/2 t, <'-
- Measured Cente to Cer,tr of bolts and bolt center to edge of cercrete in 1rches. -
- Minima spacing between holes coveraf by this column shall be satsured center-to-ce.nte and based on size of icle being drilla!. (e.g., pilot hole specing is based on pilot bit siza.) .
Locations closer than the abeve distances shall be used only upon approval of the engineer.
Hilti helts any be installed as close as penttical to snused Richnend Screw Aneters which tuve been plugged (i.e. prouted, tictnond scree in plug or snap-in plug, etc.).
Unused Rictmord $ crew Archers loc.ated nearee to Hilti bolts than the respe:-
tive distances shoe above say be used tr.gorarily for cor.struction purpests een the applied load .is:
(a) For l' Rictmond Archors. less than 8.000 pounds sinus the actual load supported by the Hilti nelt; or (b) Fr 14' Rictecnd Anchors.1ess than 20.000 pounds sinus the actual lead supported by the Hitti bolt.
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SADWN 8 RD07. I E . IMSTRLCTION 87TIfffYf ILDEER REY 1510N BATI pagg L
- CPSE3 WB 35-1195 .
.CEl-20 9 II/IIl83 I 'i I ATTAC MIh7 3 MINIKid CLEAWCE3 70 DOCOD P1ATIS 1
Where enSedded steel plates are unee:vpied by attacteents for a siniez distance of 12 inches on both sidu of a p'oposed Hilti Seit lo:Ation as shown below, the cente- of the belt any be as close as practical to edge of the plate without duuge to plata. '
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- 1. set lg (Ptr.~r ,
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- 2. Where the sebedded steel platas are o::vpied.by attacteees witAin sintaur. distan:es shoe above, tAs minitz clearance to Hilti Anhers
- shall be as follows:
j Nelsen Stud Edge of plate.
Milti Archer to Milti arcMr_
Sfre to Milti Ar.:ter 5 1/4 3 3/4 1/4 4 3/8 3/8 5 7/8 6 1/2 5 1/2 ,
5 1/8 l 5/8 7 1/8 7 3/4 5 1/4
. 3/4 9 7 1/2 1
10 2/4 8 3/4 .
2 2/4 Dimensions are in inches.
Distance actswred with referen:e to center of bolts and studs..
Where locr.fon of the naarest Nelson Stud can be detersined frc:
the '3" sta.=;s on the s-Jedded steel plate, the minism cente".
to-e:Ater clearance to the Hilti Ancher as shown above shall
. p rarn. Where lo:ation of the nearest Nelsen 5 tvd cantet be so seterr.ined, the minim.s c1terno:e.to Edge of Plate
- as shm above shall gove-n.
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.( SROWN & ROOT, I E.
CPSE3 IM5TRUCT10N F.MB ER REY!$f0N BATT PAGE JOB 35-1195 12/1E/83 3 er g CEl to 9
- ATTAC M 4 LDSTN IDENT!i! CATION ST37D4 Stamp On ,eneth of An:be (In:hes)
Anchor Tran Up to (mt in:luding)
A 1 1/2 2 S 2 2 1/2 C
2 U2 3 .
D 3 3 1/2 E 31/2 &
/
F
/. 4 1/2 s 4 1/2 5
- l .-
H . 5 51/2 1
5 1/2 %
l J 6 61/2 -
E 61/2 1
- L 1 1 U2 M -
7 U2 8 N S S U2 -
i e s v2 9 l 9 .91/2 P
l C
t 1/2 10 R 10 11 l
s u u
,T 12 13 U 13 24 y 14 15 W 15 16 x 16 17 Y U 18 2 18 19 1
M M
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..s. .
c .- .- ..., ,. .
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C/5E.5 frMD REVI$10N DATE pgg JOB 351195 8 W 30/83 Ctt.20 -
2 of 2
. dTTA:W. TAT 4 (cont'd)
LENETH IDE.XTIFICATION SYiTDI stamp On ' ength of An:kr (In:hes)
Anchor ,
trom Jp to (tet in:luding)
AL 19 20 88 to El CC 11 22 DO E2 23 "
ET 23 24 FF 24 25 G4 25 26 M4 26 27 II Z7 25
[ ,
JJ 28 29 e .
' :* KA -
29 30 ,
LL - 30 31 pH 31 32 NN 32 33
. 00 33 34 FP 34 35 00
- 35 36 '
RR 36 37 15 37 38 TT 34 39 i W '39 40 W 40 41 i
ETI: 1. Stamped letters shall be on top (threaded) and of bolt.
l 2. Solts of 19. inch length and gruter my be stuped with rumber corruponding to the belt length in in:hes in the sua anner instead of the stamped letters as listed above.
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Project Identification Ebasco Design Criteria for Seismic Category I Electrical No. SAG.CP10 Conduit Systes Rev. 7 APPENDIX 2 DESIGN CRITERIA FOR HILTI KWIK AND SUPER KVIK-BOLTS f
Note: This is a Gibbs & Hill document No., 2323-SS-30, Appendix 2, incorporated in the design criteria without any changes.
for pages 4 marked R1 and revised by Ebasco 0966u
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Sibbs & Ri33, inc. .
Sperafication No. 2322 55-30 l Append:a 2 .
Fage 3 of 9 APPEC)X 2 .
DES)CN CD:7EF: A FOR R)l7: KW:K- AC 5"7 tR F'W:K-B D;.TS 2.0 RITIEN:ES and Engir,eers Anchor and Faster.er De sigrn 2.2 ' Architects Manual" by Haita Tastening Systen.s, 3.6/Ni-2, No. E 421A 20/78.
2.2 . TU5I cc.frespendence CPPA *1419*s pedared Design A31ovah:es for l' dianeter Mi3ti Kvik-Bolts, dated, 23-35 80. .
2.0 M3N:01Y. SEP AAA730N MW:A.tr.IN 5 e 2.2 To attain the design capacity of a R12ti Kvik or 5.per
- Kvik be:t for a sper:fied e-heiaent the rinin.:.n spacings
( ,4 , provided by Appendix 2 of t.his specification asst be
,2 r. air.tained.
2.2 Tor insta):stions not cents,rn.ing to the provisions of Sectior,2.3 above, the ca;a:aty of both anchers shs33 be redar.ed ori a straight-Jine basis to 50 percent at half t.he z.i n ran. d:stan:e between enheir ents given in .
Apper.d:n 3 of this Spe:afication. In no esse shall e r.bei- e r,t s be sys:ed c3cser t.han half t.h: s sir.se r-d:stan:e.
Methods 'for ovaluation of this redweed capacity are given at the end of this Appendix and are contre 3:ed by concrete stresses.
3.0 DIS 2CN ALLCRABLE LCADS s -
3.3 Desig . s11ewable tensile and shear 1cade are provided in t Tab es 3 and 2.v3tinate These desigr. allevah:es are based on t.he average tensile and shear loads published ir. Reference 3.1 and 3.2 of this Apper.dia . Tactor of s a f e t y of l e s s t.ha n 4 i s riot a c c ept ah: e .
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Csbbs a Nf33, far.
- ' ~ Spe:ification No. 2323 55 30 A F ;rndia 2 Tage 2 of 9 .
J 3.2 Frior to the utilisation of t.he s33evable tensile 3seds in Tables 3 and 2 of t.hi s Appendix (except for t.he 2-inch diaseter Kvik-bolts) t.he manufacturer shall certify t.he validity of t.he v3 tin. ate capacities of t.h e Kwik and supe r Kwa k bolts a s publi shed in re fe r ence 2. 2 of t.his Appendix.
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speca ficataan No. 232F 85 30 A;yndam 2 Fade 3 of 9 4.0 Cor.3 NID LOAD 3N3 -
When the Walti expansion ancho'r is subjected to a combination of tension and shear Joading t.h e f o3 3 ewing interaction reref ter-ent sha33 be met:
F + b '.
- 7 = Actual applied tension load To = A3 3evab3e design tension Joss
.s = Actual app:f ed shear lead 55 s A3 3 evab3 e de s a gt. shear load 5.O RIQV; P.I3 EMDI*#.Ih*I .
For t.h e regefred ri nirrum anc ht,r e rle d. e r,t s ses
/
Append:x 2 of th:s specaficataen.
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9
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- , - - . - ,.-_._,--,----,-----,,--------,--,.~--n- ~ . - - - - . . . , - - - - , - , . - - - - - -
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- Dibbs & R333, Inc.
' Spes tication 30, 2323 85 30 Ap;enha 2 l Tage 4 of 9 l l
. TA3LE 3 XV'K BDLT Dr 510h* AttWABLE TEN 5 3 LE e SEEpi thCS* f3bs) .
Trse.0 Tss_5.0
'_ FACTOR or SATI7Y TENSION SRL A.R 7tWS10H SW AP D* MT T E R EMDIDMINT 364 453 283 522
!./C " 3 3/8* 653 445 522 3 3/2* 556 675 653 540 522 3 3/4" 653 625 532 2' 783 653 662 522
. 2 2/4' 827 837 653 610 522 8
2 3/2' 688 3276 473 20T3 3/6" 3 6/8" 756 3276 605 3023 2'
780 2023
(* 2 1/2' V75 3276 3354 860 3063 3' .3075 920 3053 3 3/2' 3350 2354 3354 950 30E3 4' 3387 4 3/2' 3200 3354~ 960 30f3 2079 3*02 af63 2/2" 2 2/4" 3377 2079 3440 3663 2 3/4' 3800 3809 3463 3 1/2' 2362 2079 2558 224;. 2246 .
4 3/2' 2806 2558 2430 2046 5 3/2' 3032 3015 2558 2460 2246 6'
3650 2890 2320 23:2 pa h/6' 2 3/4" 2t90 3020 2332 3 3/2' 2215 3000 2290 2400 2332 4 3/2* 2860 3087 p2
& 3/2' 3575 3859 3859 3200 3067 6 2/2' 4000 3 t),9 3400 3081
't 3/2" 4250 2030 3426 2 2/4" 2537 4283 3/4" 3350 4283 2680 3436 4' 3426
&* 4325 4283 3300 4500 4636 3600 3693 6'
3193 7' 6250 4636 4200 6750 4636 4600 3693 S* 3693~~
9* 5875 of36 4700 3200 7 53?5 05
~
3'** 4 3/T 4700, Uit .
&* 4725 6129 3780 5960 6739 4688 53'5
( 6'
- 53?5
'- 7' 5860 . 6729 4L68 g 5660 8622 4688 6668 8' ,
(
Cibbs & R3 3 3, Inc.
Specification No. 2222 85 20 Appendia 2 Page 5 of 9 TABLE 2 (Cont'd) .
FACTOR OT SATITY TSs4.0 Tss$.0 D3 MT?ER E v.3 E DV.Ih7 TENSION SMIO YgNs10N ss20 9" 6860 8622 4688 6298 20" 5860 e622 4688 6P58 2 2/4" & 2/2" 6750 8920 4600 7J36 6 2/2" 6775 0920 5420 7336 7 2/2" 7775 8920 6220 7336 4 2/2" 8650 8920 6920 7336 9450 8920 7560 7: 16 9 2/2" 8920 6380 j
- 10 3/2" 30225
/
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- Design a))ovah'es are ba sed on average v]tirate tensils and 6 hear
! - J c. ads pub:ished an 'N1L72 - Arch $ te:ts and Engf r,ee rs Anchor and x
Ta stener Dess gr. Manual
- 3.6/H -2, Reference 2.2 and 3.2 of tJ.a s Append 2x.
Dessyn a):cwah'es are based on 4000 psi concrete (fe'*4DDD psi).
- *Va:ues per Reference 3.2 of t.his Appendix. ,
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5;.ec)fication No. 2323 85 20 Appendin 2
,. Page 6 of 9
- . . 1 TA3LZ 2 , l
.l SL*P E R KW' X- D DLT
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DE! 3 DN ALLOWAS* ! 7Et:5)LE MC SHED LOCS' (3bs)
T A 0701t CF SATETY F$=4.0 F885.0 D: v.!;ER Ev.3I:)WN7 TEN!709 SEO TENSIDH SSf!AR 1997 2288 2/2" 3 2/4' 2496 2860 2956 2268 4 2/4' 3695 2860 2860 2933 2268 5 2/4" 3643 2860 3029 2269 6 3/4" 3786 Si42 6664 6993 5507 2" 6 3/2" 9962 5b07
(*
- 8 3/2" 30 3/2" 22452 32429 6tf4 6254 9953 6507 i
30369 8540 8295
\. 2 2/4" 8 3/8" 30675 30736 8295 20 5/8" 22420 30369 32924 8295 33 3/8' 36230 30369
- Desi gn a33ewah3es are based on a.erate v3tinate ter.siis and Archaterts and Engineers .
she a r 3 cads publi shed in H3 L73 -
Anc h t,r and Ta st er,e r De si gr. Manus 3' 3.6/Ha-3. Referen:e 2.2 of 1.his Append.x.
are based on 4000 psi c or.c r et e Design allevables' (fe's4000 psa).
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. Specification No. 2323 55 3D !
Append:a 2 Fase 7 of 9 )
I EVALVA730N Mr!HDD 1: l FRDB'EM:
. Calculation of the redsted a33pvable capaciti+t for N13ti expansion anchors spa:ed at less thar, e. .ir.an.
separation re qui r en ent indicated in Append 2x 3 of this Spera fication.
TVALVA73eNr 57EP 3 : .De t e rr.i n e actual loading conditions on the Ra3ti
. - expansior, ar,chors in g.eation.
l 57E7 7: Calew3 ate the separation ratio. (5.R.)
l separation ratio is defined as the ratio of the separation provided to the minir.um separation regua red by Append:x 3 of this Spera f a cation. Th:s j ra t a o cuat be ogsa) to or greater than .SDD. .
1 l
5!7 A537 7 C2[ PPDVJDED (3) l 5.R. = M;NJ K.7. SEP A AA; J ON AIQV3 RED and 5.R.R.500 , (2) .
STEP 3r .Once the separation ratio is compated and artual l 3oads are detars.ar.ed, the following relation sha33 be satisfaod for acceptabality of the anchor de si gn.
e T -
5 51 (3)
F r><5.R.> . 5.<>.x:t WHERE: 7 = Actual 7ension; 5 = Actual Shear -
78 = A33evable De sa en 7ension; 58 = A33cvab:e
, Desigr. Shear; 5.R. = separation ratio.
STEP 4 I' f the re qui r eme nt of Formula (3) is satisfied.
Ma 3ti expansion ar,chors for the support in questaen are acceptah3e. -
If the re:etienship in Forww:s (3) is not
'f notasf:ed. Halti sa;ans;on a nc hor s are.*not acceptah:e and an a;propriatt action shall he taker.
- ., by ad
- usLeer.1 et sepet etsen te s,eet the req.irer ent l An Torwals (3) ,
,..v---,,,mee - - - - - . - , ----,,,,-,e - , , , . - - - - - - - - - , - - - -
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. Cibbs 4 3333, Inc.
sperafication No. 3333 85 30 Append:a 2
.- Fese 8 of 9 EVA:.UA73 CN MnIDD 2 ,
gon '.P, r Ca3ru3ntion of the redw:ed a33evable capacities for both the Ma3ti expansfor, an: hor and t.he Ric M ond screw anchor when min.num separation is not provided as regsfred in Appendan 3 of U.i s Spe ci f a c a t s en.
EVA:.V A73 eN:
.57EP 3 - . De t e r f r.e actual 3oad:ng condition on O.e Hi3ti empar.61er, anths,r and/or Ra chmond ocrew an: hor an gaestaan.
STEP 2: Ca 3 ru3 ste O.e sepa r ati on ratio (5.R. ) . .
I' JIPAR.A710yJJDV)DID- (4) 5.R.
- Miti;rh. SIJ AW J 014 R.EQV3 A.ED k '
- and 5.R.t.500 (5)
S7IP 3: Once O.e separation ratio and the actus2 Joads are -
con.puted, the f o3 3 ewing relations shall be satsst:ed for acceptabi2lty of t.he anther ar.d ,
ar. sert design:
For Halti espansion an: hor:
. 7 s g3 (6) 78(s.R.) 4 83(s.R.)
For Ricbond insert <
r y '83- , //a py Y
, 7 3 ( s . R . ), , si(s.R. ) , II 3 For Richend insert design a)1owable values see Ap;4ndan 3 of t.hi s Spe,c a fication. .
( -
,, ------,,,---w-- ,,-n .- - - - - -v , - , - - - - , , , - - - - - , , - - - - , - _ . - , - - - - . - ~ . . , - - - - - - . - - - - - - - - _ - - - - - --- --
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Specaficataan No. 2323 85 30 Appenden 3 Tage 9 of 9 STEP er 3f the regairenents of both Formula (6) and (7) are satisfied t}e H2 2tf expansion anchor a,nd Rich.u nd acrew anchor for tt.e support in gsestion are acceptable.
If any of the re2ations in Formula (6) and (7) is not satisfied, the c or r e sper, ding Balta e xp a r.s i on anchor and Rechnand screw anchor for the support an g.estier,are not acceptah2e, and an appropreste action shall be taken by a dju st.n e nt of the separation to meet the rerstrener.to of T&rzu:as (6) and (7).
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Ebasco Design Criteria for Project Identification "Seismic Category I Electrical No. SAC.CP10 Conduit System Rev. 7 APPENDIX 3 DESIGN CRITIRIA SCREW ANCHORS l
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! Notet This is a Gibbs & Hill docuaent No. 2323-SS-30 1
Rev 2, Appendix 3, incorporated in the design criteria without any changes i
i 0966u l
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 3
. Page 1 of 10
'AFPENDfX 3 DIS:CN CRITERIA POR SCREW ANCHORS 1.0 CENERAL .
- 1.1 Screw anchors are Richmond structural connection inserts
- - (Types EC-2, EC-6, EC-2W or EC-6W) and are pref abricated steel anchors embedded in concrete to which structural supports are attached.
ASTM .A325N *A490 or A449 bolt's (suitable washers 1.2' '
Richmond insert bolt optional) shall be used for the connections. ASME SA-193 threaded rods with ASME SA-194 double nuts may be used for the Richmond insert bolt connections as a substitute for AS M A325N bolts.
1.2.1 Thread sngagement into the Richmond insert shall be at l
least 2 x bolt diame ar + 1/8 inch
( ..
1.3 Ir. no case shall these inserts be loaded' before con rete l
attains its 26-day design s rang.h. .
2.0 A.PPLICABLE RETERENCES:
1.' ' Richmond Inserts for Concrete Constuction" Co..Inc.,
i I Bulletin No. 6 Ri *h:nond Screw -. Anchor
- catalog . . - .
f '
l
- 2. Manual of Steel Canstruction AISC 7th Edition.
3.0 DESIGN CRITERIA 3.1 Design allowable tension and. shear loads (under working
' stress cendition) for respective center-to-cencer spacing of inserts and respective concrete thicknesses, are provided in the following Table 1.
3.2 Inserts 'and A3 07 ,- A325, A490 or A449' bolts or A36 t.hreaded rods subjected to cor.bined tension sad shear
' loads should estisfy the following interne:1on fo.mulas.
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Cibbs & Hill, Inc.
Specification No. 2323-$s-30 Revision 2
' June 13, 1986 Appendix 3 .
Page 2 of 10 FOR INSERTS:
- -* IT ih f 5\ b $1
, QF) + \ F)
FOR BOLTS: (Verified for specific type bolt materials. )
'- T8; 58 diffarent for each grade. -
7 I S I-2 IT i. + 51
\F) . % -
- WEbRI: T -
- APPLIED TD:SION APPLIED SEIAR
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l T8 - DI5!CN ALLOWA3LE TIN!!0N 58 - *EISICN ALLOWA3LI KIT.AR 3.3 Minimum distances between Richmond screw anchors and are.
Eilti bolts for 100 per:ent perfer=ance of each provided in Appendix 1 of this spezification.
Tor those situations where minimum distances cannet be I
met, evaluation method 2 shown in Appenci1x 2 .c f th:s Specification shall be used to calculate the reduced l
capacity of Richmond inserts.
( -
- PCI MANUAL ON DESIGN OF CCNNICTIONS FOR FRICAST PRISTRIESID CONCRITI l
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NOTES FOR TABLE I J APPEND (x 3 '
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(PAGE SOFC3 4
t.- /NSERT CAh4C/7/ES AREBASED QV/NSERTEMBfDDEO /N -
4000PS/ COMPRfSS/ON STREM37H COWRE7E.
]t 2.- AlL ALLOWABLE LCADS SWOWN /N TABLEZOt* TN/S APPEND /,Y '
1 ARE #/ W/PS.
3.- 70 DE"VELO" 7NE FULL 7 ENS /ON CAPAC/TY CA"/HSERT(ExcEpr ArBEAM S/D[S) THEM/N/ MUM D/SrANCE FAO'd CovcRrrE EDGE 70 CENTER W/NSERr SHALL M N'FQ9 /S'$ /NSE AND 7"FOR /'$ /NSERTS .
4:70 LVVfLOP THEFULL SHEAR CAFMCRY Of /MSD?r (EXC BEAM S/DFS) THEM/N/ MUM D/S7ANCEFROW CQVO?f EDGE TO CEHrER Of./NsCRT SHALL BE /4"FOR /h"4 /
- ANO 9.S"FOR /"# /NSERTS. ,
i S.-FbR BEAb1 S/DCS 7N/S D/S7ANCf SHALL BE A M i ib4/NSERTS AND 7'f0R/"#/MSER75.(FQ97 ENS /QV AN
'G- CENTER TO CENTER (Cf'c) D/SrANdES SHOWN /N l \ .,
'7N/S APPfMD/X AREM/N/ MUM FOR THE All0WABLELOAD Z- WNEN PART OF THE /b'4/NSERT CLUSTER (/MSERTC WERE 09/G/NAllY PRO. Y /DED FOR >*/PE WH/P RES7
/s USED FOR NANGER SUPPCHPTS TNF Q/rfRMO57 RO
/NSERT5 USED f"OR THESESUPPORTS SHALL AWAY FROW TNTNEAREST/NSER73 USED /O? ANYOTH SUPF097S 09 RESTRA/NTS BA$fRATE. '
. EXAMPL E : -
TNFSF INSER75 CAM Fe m L/SfD FOR MANGfR e , e e SL/PPORTS W/TH PtPC KMPRFS['ntN7*- "-
1 CAPAC17' ifs AS GIVTH Mr pgArf e e O 9 & t ,, ,.
\ /W 734 6 f Z I
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APPROVfD Y p bN fMG/NffR (2 O O' 1 O\ O O
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. TYPICAL INSERT CLUSTER .
- - -- _. _ - _ _ _ _ _ _ ---m.
I NOTES FOR TABLE I (Contd.)'$55$h!)
\ b.- 70 f/NO THECNP)4C/7/ES OW/NSER75 W APPFNO/X USE THE/NSER7 CAAAC/7Y Of /WFNEARE37 CO? RESPOND /At7 LOWER /NSERT PAC /NG 09 TN/AWER wryg 64A4L,St.A8 OR COLT /MN /ND/CArfD /N TABLf Z OfTN/S APPEND /){.
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ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO
~'
! BE USED IN INTERACTION FORMULAS FOR BEAM SIDES . .
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ItINSERT CAPACITY B BOLT CAPACITY T: TENSION - 55 SHEAR l .
! INSERT SPACING ON 6"C/C ONE WAY ' INSERT SPACING ~ 0N 8'C/C ONE WAY -
AND 20*CK, OR GREATER OTHER WAY ' AND 20"C/C OR GREATER OTHER WAY-INSERT TYPE . A-307 BOLTS OR A-325 0R BETTER A-307 BOLTS OR A-325 OR BETTER !
AND SIZE A-3C THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH .
USED WITH INSERT INSERT USED WITH INSERT INSERT T. S T S T S T '
S, I I 8.9- e.9 ' 8. 9 8.9 /O.05 /O.0S /0.05 /O.05
/9EC2W .
B /2.// . 785 24.23 //. 78 _
/2.// 7.85 24.23 //.78 t E //. 53 //.S3 //. 53 //.53 /2.65 /2.85 /2.85 /2.8S
/2%EC6W 8 28.// /7G7 56.2/ 26.6/ 28.// /7.67 SG.2/ 26.Sf TABLE I .
. R3 fAPPEFJDIX 3 3
\PAGE5OF10[
ALLOWABLE LOADS OF I"if RICHMOND INSERTS (EC2W) AND BOLTS 10 BE !
USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS ,,
I INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR ,
INSERT SPACING ON INSERT SPACING. ON INSERT SPACING ON 14t/C OR '
IO'C/C BOTH WAYS 12"C/C BOTH WAYS MORE BUTHvstrS(FUL.LCAPACW)
)NCRETE g.307 BOLTS OR A 325 OR BETTER A-507 BOLTS OR A325OR BETTER A-307 BOLTS OR A3250R BETTER '
~
A 36 THD. RODS BOLTS USED A-36 TilD. RODS BOLTS USED A 36 THD. ROOS BOLTS USED HICKNESS USED W/MSERT W/ INSERT USED W/ INSERT W/ INSERT USEDW/NSERT W/ INSERT .
' ~
T S T S T S T S T S T S yon E G G G G 8B'i 8.85 8.85 8.85 //.S //.S //.S //.S l_
'WA B /2.// 785 24.23 11.78 /2.// 7.85 24.23 //.78 /2.// 785 24.23 ff.78 TABLE I (Contd.)
I R3
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IAPPENDIX 3 1 5 PAGE 6 OFIO[
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ALLOWABLE LOADS /
OF l'2"W RICHMOND INS $RTS (EC6W) AND USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS i It INSERT CAFACITY B.* BOLT CAPACITY ,
, T2 TENSION S: SHEAR' INSERT SPACING, ON 20"C/C BOTH WAYS INSERT SPACING ON 22"C/C OR MORE -
BOTH WAYS (FULL CAPACITY) :
CONCRETE A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER THICENESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH i USED WITH INSERT INSERT USED WITH INSERT INSERT .
T is T S T S T S ',
E 25 ' NS ' 25 - 25 3/.3 27 31.9 27 OR TH/CNER 8 28.// . /tG7 56.2/ 26.51 28.// . 1767 '
56.2/ , 26.5/
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TABLE I' (Contd.)
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( PAGE APPENDIX 70F 10 3[
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I ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BO'_TS,(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS
~
8 COLUMNS IN 12"THICK CONCRETE ,
f I INSERT CAPACITY . Bi BOLT CAPACITY T: TENS 10N' S: SHEAR .
INSERT SPACING ON l'lC/C BOTH ' WAYS INSERT SPACING ON 18"CE BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH '
USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T S T S ,
m I 22./ 22./ 22./ 22./ ' 2S 25 25 2S INSERT 5 8 28.H /7G7 56.2/ 2G.-S/ 28. H /7 G7 SG.2/ 26.5/
Foue ee I /X23 /7 23 .17.29 /7 29 23.2/ 23.2/ 23.2/ 23.2/
/NSERTS ** g gg,77 gg jp 77, g7 Sg,gj gg,St 77, gy Sg,g; gg,S/
StX ** E lb'E# ~ IS* E# l0* 2# IS'E# 2l'l6 2 l~ # El'# ' El6
/NSER13 , g gg,ff f 7, g7 Sg,gj gg,S/ gg,ll l7gy Sg, gj gg,57 ytyg eeo E /2.S7 /2.57 /2.S7 /2.57 7. 8 3 /7.83 /783 17.83 I" ' AID e e B 28.// /7G7 Sc.et \
2G.5/ 28.// ./xG7 Sc.2/ 26.S/ .
TABLE I [Contd.) '
rAPPENDIX 5 '
U PAGE 8 0F 10[
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I
! ALLOWABLE LOADS OF I/2"W RICHMUND INSERTS (EC6W) AND BOL%(IN CLUSTER) _TO BE USED 'IN INTERACTION FORMULAS FOR WALLS, SLABS
& COLUMNS IN 16"THICK CONCRETE i It INSERT CAPACITY B 2 BOLT CAPACITY T TENSION S: SHEAR . .
INSERT SPACING ON 10"C/C BOTH WAYS INSERT SPACING ON l'fC/C BOTH WAYS I
.I A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER ZSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH '
USED WITH INSERT INSERT USED WITH INSERT INSERT .
T 8 T S T S T S -
E 82.4S 20.45 20.45 20.d5 22. / 22./ 22./ 22./ -"
fSER/S g 2 8.// . t7' G7 Sg.gf gg.St 2g.ll 77 g7 56.21 m.5; yyn .. E /G.OS /G.05 16.0 5 16.05 /c1.C /8.G /8.c 18. c [;
fEA' B 28.// /7G7 SG. 2/ 2G. S/ 28.// /7. G 7 56.21 2G.S/ O l
lty ee ]~ /4.59 /4.59 (4.59 (4.59 / 7. 4d /z 44 /zd4 iz44 _
VSEAIN ee B 28.// /7.G7 56.2/ 26.S/ 20.H /TG7 5 6.2/ 26.5/ '.
stur eoe I /2.S7 /2.57 /2.57 /2.57 /d 9 /4.9 /4.9 /4.9 ,
vsERIS eeo B /7 G7 SG.2/
28.// 2G.5/ 28.// /7.G7 56.2/ 26.5/ ~
yyyggy *,*,*,*, I /O.06 /O.OG /O.08 10.06 /2.03 /2.03 /2.03 /2.03 N
,,,, B 28.// /7G7 SG 2/ 2G.51 28.// /7.G7 5G.2/ 26.5/ .-
TABLE I (Contd.) JAPPENDIX 3i q3 (PAGE 9 OFIOj -
I ALLOWABLE LOADS OF I/2"WRICHMOND. INSERTS (EC6W) AND BOLTS (IN CLUSTER) TO BE USED IN INTERACTION FORfAULAS FOR WALLS, SLABS & COLUMNS IN 22"THICK OR GREATER CONCRETE -
1: INSERT CAPACITY B: BOLT CAPACITY T TENSION ' 3: SHEAR , ,
lNSERT SPACING ON 10MC/C BOTH WAYS INSERT SPACING ON l'fC/C BOTH WAYS :
A-307 BOLTS OR A-325 OR BETTER f-307 BOLTS OR A-325 OR BETTER *'
INSERT PATTERN g.36 THD. RODS BOLTS USED WITH A-36 THD. RODS
~
BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T T T S . S S T S y I ,
20.4S 2G45 20.45 20.45 ' 22./ 22./ 22./ 221
/NSERT5 g 2 8./t - /7g7 SG.2/ 2G.5/ 28:H /7 G7 56.21 26.51 ftX/R ee T /G.OS /G.05 /G.OS /G.05 /8.G 18.G /8. 6 /8. 6
/NSER75 ee B 28.0 /7. G7 SG 2/ 26.5/ 28.// - /7G7 56.21 26.S/
gy eo E /4.S9 /4.59 /4.59 /4.59 /744 /7.44 /7.44 /7.44 I" M' e 8 28.H /7G7 26.S/
56.2/ 28.H - /7.67 SG.21 26.51 -
y,gg eee I /3./S /3./S /3./S /3./S /G.22 /G.22 /G.22 /G 22 INSERis l *, y g gg,77 77 g7 Sg,ej gg.57 gg,y /7. g7 Sg.g; 2g.St -
g7y7ygy , * , * *E
, ' //.54 H.54 //.54 /f.54 /4.25 /4.25 /4.25 /42S.
(NSmr5 eeee g gg,y 77, g7 Sg gf gg,57 gg,y 77,g7 . Sg_ g, gg,57 -
TABLE I (Contd.) [PAGE R3 10 OF 10 jAPPEND
(
Ebsseo Design Criteris for Project Identification Seismic Category I Electrical No. SAC.CP10 Conduit Systes Rev. 7 APPENDIX 4 EEDUCED CAPACITIES OF HILTI EXPANSION BOLT-STRIP PLATE, VIOLATING MINIMUM SEPARATION REQUIREMENT l
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I Notet This is a Gibbs and Hill document No. 2323-SS-30 Rev 1, Appendix 4, incorporated in the design criteria without any charges.
Appendix 4 consists of pages 13 thru 22 0966u
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- t Gibbs & E111, Inc. -
Specification No. 2323-55-30 Revision 1
- Tabruary 10, 1984 Appendix 4 Page 13 of 22 Reduced Caeacities of Hilti Extansion Bolt-Strio Plate, Violatina Minimum Seearation Recuirement Calculation of the reduced allowable capacities for Eilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1 of GAE specification 55-30 (CE I-20 Rev. 8) .
Notation d Diameter of Eilti bolt (in)
Distance betwe'en Eilti bolt and nearest edge of ambedded X
strip plate (in)
- 2 Actual or estimated minimum distance between Eilti bolt l .. ' and nearest Nelson stud of embedded strip plate (in)
Z=X+1.5 Zs Minimum distance between Nelson stud of embedded strip plate and Eilti bolt for each to have 50% capacity (in)
Zs=1.5+2.5d Minimum distance between Nelson stud of embedded strip 2: plate and Eilti bolt for each to have 100% capacity (in)
Za=4.0+5.Od - R EV.1 Allocation ratio for distance 'Z" R
R= d d+1.0 a Distance allocated to Eilti bolt (in) a=R (2-2 allocated Distance 2 ) + 2.5d to Nelson stud of enhedded stip b
plate (in) b=2-a b21.5" .
5.k. Separation ratio for Eilti bolt
. a S.R. = W RTV Tensile capacity reduction cf Nelson stud due to separation requirement violation (kips)
T' Allowable (working) capacity of Nelson stud in tension (kips per stud) 5' Allowable (working) capacity of Nelson stud in shear (kips per stud)
TA Allowable design tension load for Eilti bolt, see Tables 1 and 2, Appendix 2 of C&H specification 55-30 SA Allowable design ahear load for E11ti bolt, see Tables 1 and 2, Appendix 2 of C&S Specification 55-30
+ '
- Gibbs & Bill, Inc.
Specification No. 2323-55-30 Revision 1 .
- February 10, 1984 Appendix 4 Page 14 of 22 Tg Reduced allowable tension capacity for Hilti bolt (kips) sg Reduced allowable shear capacity for Eilti bolt (kips) ,
P Actual applied tension lead on artbeddod strip plate (kips) 5 Actual applied shear load on embedded strip plate (kips)
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Cibbs & Bill, Inc.
Specification No. 2323-55-30 Revision 1
. February 10, 1984 Appendix 4 Page 16 of 22 .
- .~ mt ror-Stee 1 Find out the distance 'Z' between the nearest Nelson stud of ambedded strip plate and Eilti bolt.
~
a) If location of
- stud is known, measure '2' .
i b)' If location of stud is not known, measure 'X' where 'X' = ,
i distance between E11ti bolt and nearest edge of embedded strip plate Z=X+1.5" Stee 2 l
\ I Determine whether spacing violation exists:
I Min. Z reg'd = 2: = 1.5 + 2.5d
-if Z<2 3 , not acceptable, relocate E11ti bolt
-if 222:=4.0 + 5d, both stud and E11ti bolt are fully developed therefore no spacing violation axists _ ggy, g and no reduction is req'd.
-if .2. 5 + 2. 5d, s Z c .4. 0 + 5d, Z '2a a spacing violation exists, proceed to step 3 I Step 3 Calculate the reduced allowable capacities of the Bilti bolt.
. R= d
. d+1.0 a = R(2-23) + 2.5d b = Z-a i S.R. = a
- 5d Reduced allowable (working) capacity of E11ti bolt in tension
. . . and shear
Cibbs & Hill, Inc. <
Specification No. 2323-55-30
. Revision 1 February 10, 1984 Appendix 4
- Page 17 of 22 Tg = T4 (S.R.)
Sp = S4 (S.R.) '
Step 4 Calculate the reduced allowable capacities of Nelson stud.
RTU = 12.4-2.5b (for 1.5 s b s 3.5)/
RTU = 28.9-7.2b (for 3.5 < b s 4.0)
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Reduced allowable (working) capacity of Nelson stud in tension,
~ R E V.1 T' = 9.95 - RTU (kips / stud) 2 Step 5 Verification of embedded strip plate adequacy. :
A) Location of Melson studs of the embedded strip plate is known.
Case It Loadings (PAS) acting at midspan between studs; embedded strip plate is adequate when equations 1 and 2 are both satisfied.
2 2 1/2 i s + ? s1.0 (1)
[107.16 [6.75
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e ,. i Cibbs & E111, Inc. l Specification No. 2323-55-30 Revision 1 ,
.- Febnaary 10, 1984 . )
Appendix 4 Page 18 of 22 1
4 5/3 f S + T P 5/3 $1.0 . (2) 17.92 1.54(T')
4 i
Case 2: Loadings (P&S) acting at stud location; embedded strip plate is adequate when equations 3 and 2 -
are both satisfied.
2 2 1/2 S + I P s1.0 (3) -
306.00 14.46
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Case _3: Loadings (PAS) acting somewhere between case 1
- and case 2
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Cibbs & E111, Inc.
Specification No. 2323-35-30
- Revision 1 February 10, 1984 Appendix 4 Page 19 of 22 Calculation procedure:
(1) Measure distance 'Y' (from nearest stud location to applied load PAS).
(2) With known 5 (or P) calculate allova.ble P (or 5) for both as per equations 1, 2, and 3, 2 case 1 and case 2
- respectively.
(3) Interpolate by the use of either of the two following equations 4 or 5.
P case a = P case : + ( 6 - Y) (P case a - P case :) Kips (4) _ gg, j 6
, (Allowable) s-0,,3 5 case a a 5 case : + ( 6 - Y) (3 case : - S case :) Kips (5) 6 .
(Allowable)
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Cibbs & Bill, Inc.
Specification No. 2323-55-30
, Revision 1 .
February 10, 1984 Appendix 4 Page 20 of 12 (4) Compara P (allow) of case 3 (or 5 (allow) of case 3) with ,
actual P (or S). .
'- R EV.1
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- 3) Location of Nelson studs of the embedded strip plate not known:
Embedded strip plate is adequate when equations 1 and 2 are both satisfied.
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Cibbs & E111, Inc.
Specification No. 2323-55-30 Revision 1 l
- Tebruary 10, 1984 l Appendix 4 Page 21 of 22 ,
ALLOWABLE LOADS FOR ADJACENT SPANS l
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i a) Z' & 2" are used here only for illustrative purposes.
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Z' < Z" and both 2' & 2" ar>. bolt violations.
c) The maximum capacity of the embedded strip plate, in particular span 1, is determined by calculating the s1.'owable capacity of the Nelson stud nearest to the Bilti (working) bolt, (Z in this case since Z'<Z").
d) If a load is to be placed on span 1A, the maximum capacity determined for span 1 may be used for span 1A provided that no other spacing violation exists for any other Nelsen stud supporting span 1A. If another spacing violation does exist, then choose the smallest Z dimension for any one of the
,).,
Cibbs & Bill, Inc.
Specification No. 2323-55-30 Revision 1 '
.- February 10, 1984 Appendix 4 Page 22 of 22 4 studs of span 1A to deter =ine the load capacity by using the procedures outlined on the proceeding pages.
e) If a lead is to be placed on span IB, the maximum capacity of strip plate is determined by calculating the capseity of the Nelson stud located at Z" distance from Eiltf Bolt, as " R EV.1 illustrated above, provided that no other spacing violation exists for any other Nelson stud supporting span IB. Follow the procedure as mentioned above in note d if another spacing violation exists. .
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Ehasco Design Criteria f or Project Ideatification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 APPENDIX 5 DESIGN PROCEDURE FOR JUNCTION BOX SUPPORTS I.
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1.0 PURPOSE AND SCOPE Purpose of this procedure is to provide additional requirements for the seismic design and analysis of junction box supports contained in TUCC Drawing No. 2323-5-0910. The design of junction box itself is covered by document SAG. cpl 7 (Reference a).
2.0 DESIGN DATA 2.1 Boxes and covers shall be made from steel sheet of thickness not less than the followir.g Largest bor dimension less than 36" - 14 U.S. Gage Largest hos dimension equal to or greater than 36" and less than or equal to 48" - 12 U.S. Gage
- 10 U.S. Gage Largest box dimension greater than 48" 2.2 Weight of contents inside junction box shall be equal to 10 lbs/f t times the largest dimension of junction box.
1 3.0 SEISMIC INPUTS 3.1 The weight of junction box including its contents shall be considered for 1.5 times peak "g" values (Tables A.S.1 through A.S.7).
3.2 The conduit weight and dead weight of support member shall be designed t
for design "g" values (Tables A.7.1 through A.7.6 and A.7.13) contained in Appendix 7 of this Specification.
l 4 .0 DESIGN CONSIDERATIONS 4.1 The design of the junction box support shall consider the weight of the junction box including its content, conduit and support members. The l
l weight of junction box including its contents and the conduit weight imposed on junction box shall be lumped at the C.G. of box.
4.2 Conduit loads imposed on junction box are equal to one half of the total conduit weight between junction box and the adjacent conduit support and shall be used for the design of junction box support only.
4.3 All junction box supports shall meet the miniaun conduit support frequency requirement of the building. Therefore, the junction box support members shall be designed for the design "g" values (Tables A.7.1 through A.7.6 and A.7.13) contained in Appendix 7 of this specification. As an alternative, the junction box supports may be designed for 1,5 times peak "s" values listed in Tables A.5.1 through A.S.7 for conservatism, provided that the frequency requirement is set.
A.5-1 0966u
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5.0 KEFERENCES a) ' SAG.CP17, "besign Criteria for Qualification of Electrical Junction Boxes (Seismic Category I Electrical Conduit Systen)",
latest revision.
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i A.5-2
TABLi,A.5.1 DESIGN '3" VALUES FOR JUNCTION BOX
- ELECTRICAL CONTROL BUILDING l
l l DESIGN "g" - VALUES (1.5 x PEAR "g") l
- l. I i SSE, 3% Damping l Floor l 1/2 SSE,_21 Damping Elevation I Horizontal l Vertical i Horizontal l Vertical l N-S l E-W l i I (Ft.) I N-S I E-W l l I i l l I I I I i i I I I I I l 4.36 l 873.33 1 3.28 1 3.81 1 2.89 l 4.10 1 4.63 l I I I I i I I I I i l I I i I l 1 I I I i I I I l 4.32 l 854.33 1 2.87 1 3.33 1 2.87 1 3.60 ' 4.06 1 l l l l l l l l l I I I I I I I l l 1 l l l l I
I 2.66 l 2.7112.911 4.01 I I 830.00 I 2.16 1 2.26 1 I I I I I I I I I I I I I I I l i l I I I i 2.77 l 2.25 l 1.89 l 4.16 l
- l 807.00 l 1.53 1 1.49 l I I I
\ I I I l l I I I I I l I I I I I I I I I I 4.15 l 778.00 1 1.07 1 0.62 l 2.63 l 1.62 l 1.00 1 l I
I I i l i I I I I I I i l i 1
- Design "g" values only applicable to box + its contents.
A.5-3 0966u
TABLE A.5.2 DESIGN "g" VALUES FOR JUNCTION BOX 2 FUEL BUILDING l
l l l l DESIGN "g" - VALUES (1.5 z PEAK "g") I 1/2 SSE, 2% Damping I SSE, 31 Damping l 11oor l l
Elevation l Horizontal l Vertical I Horirontal l Vertical E-W l N-S I E-W I I I (Ft.) l N-S I I I I l l l I 1 l I l
l l l 918.00 1 4.22 1 5.34 l 2.20 l 6.26 l 6.77 l 3.20 l I I I I l I I I I I I I I I I I I I I I I I 3.60 l 4.69 l 2.23 1 5.35 1 6.20 1 3.32 l 899.50 1 I I I I l 1 I 1 I I I I I I l l I ( l 2.01 3.60 l 3.53 1 3.07 l 860.00 1 2.38 ' 2.34 1 I i I I I I I I I I I l l I I I I I I I l l l l 2.85 i 841.00 l 2.09 1 1.86 l 1.85 1 3.17 l 2.83 l l I I I I l I I I l i I I I i 1 1 I
! I i i i l i i I I 2.74 l 825.00 1 1.79 1 1.55 l 1.78 l 2 73 l 2.42 l 1 I I I I I I I I I I i i i
i l I I
~l l l l l l
, 1.52 1 1.29 l 1.62 2.33 l 2.07 1 2.56 !
l 810.50 I I I I I l 1 I l l l l l 1 I l
l
- Design "g" values only applicable to box + its contents.
I l
A.5-4 0966u
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TABLE A.5.3 l DESIGN "g" VALUES FOR JUNCTION BOX
- l SAFEGUARDS BUILDING INCLUDING DIESEL GENERATOR BUILDING
~
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l I DESIGN "g" - VALUES (1.5 x PEAK " ") I 1/2 SSE, 21 Datoping i SSE, 3% Damping I Floor i Vertical i l Elevation i Horizontal l Vertical I Horizontal i (Ft.) l N-S I E-W l I N-S I E-W l l I
i I I I l I i 1
l l l l 3.27 1 5.52 6.38 1 4.28 l 896.50 1 4.89 , 4.94 I
I I I I I I I I I I l 1 1 I i l l l l l l l l 4.63 l 4.49 l 3.54 1 5.26 1 5.81 1 5.07 l 873.50 1 l
l l l l l l
I I I I I I I 1
I l ,
I I I I l 852.50 1 3.5013.46 , 3.26 1 4.0114.50' 4.73 l I I I I l 1 1 I i 1 I I I I i 1 i i
' 1 1 i 1 2.0712.46 2.84 3.11 , 3.22 4.25 l 1 831.50 I I I I I l I 1 I I 1 1 1 i
I I i 1 E i i I j 810.50 1 1.47 l 1.51 1 2.74 l 2.19 l 2.27 l 4.1* l l
1 1 I 1
l l 1 I i i I I I I I 790.50 1 0.81 1 0.91 l 2.20 l 1.22 l 1.41 1 3.42 l I I I I l 1 I I I I I I I I I I I I I I I I I l 785.50 l 0.77 1 0.82 1 2.13 l 1.18 l 1.29 l 3.31 l I I I I I i l l I I I I I l I I i i i I I I I I 1 1.10 1 1.07 1 3.09 l l 773.50 1 0.7110.65l 1.99 l .I I I I I
I I
I I
i 1 1 I
- Design "g" values only applicable to bor + its contents A.5-5
-0966u _ _ _ _
m TABLE A.5.4 DESIGN "g" VALUES FOR JUNCTION BOX
- AUXILIAM BUILDING I
l 1 DESIGN "a" - VALUES (1.5 x PEAK "a") i I I 1/2 SSE, 21 Damping I SSE, 3% Damping l Floor ~l l Elevation i Horizontal l Vertical l Horizontal l Vertical I N-S l E-W l I l (Ft.)
M-S I E-W I I I I I I r
I '
l I I I l l l 4.08 l 5.92 1 6.86 1 5.54 l l 899.50 l 4.53 l 5.68 1 1 1 l l I I I I L i I I I I I .
1 4.14 ! 4.91 l 3.85 1 5,46 1 5.98 1 5.52 1 l 886.50 I I I I i l I 1 i I I I I I i I i I I I I i l i,.64 I 873,- l 3.7614.161 3.58 1 5.02 1 5.18 1 1 I I I I I I I I I I I I I I I I I I l l l 1 3.54 1 4.20 1 4.30 1 5.57 l l 852.50 l 3.2513.381 I I I I
\ l l I I I I I I
l I I I I I I I 5.10 l I 831.50 1 2.54 I 2.41 1 3.39 I 3.38 1 2.98 1 l I I I I I i l l i l i l I i i I I I 1
I i l 1 4.64 i 810.50 l 1.52 I 1.27.I 3.18 l 2.09 l 1.64 1 I I I I I I t i I I I I I I i I I
( 1 I l l
l l~ l l l 2.87 1.68 l 1.34 1 4.51 1 790.50 1 1.11 1 0.87 1 l l
l r
l l l I I I I 1 1 1 i
- Design "g" values only applicable to box + its contents f
l-A.5-6 0966u i
TABLE A.5.5 DESIGN "g" VALUES FOR JUNCTION BOX
- CONTAINMENT BUILDING I
I 1
DESIGN "g"
- VALUES (1.5 x PEAR "g") l l l SSE, 3% Damping l I Floor l 1/2 SSE, 21 Damping l i
Zievation l Horizontal I Vertical I Horizontal i Vertical I ll-S I E-W I l I (Ft.) l N-S I E-W l I I I i i i I I I I l 1 1 l
5.17 1 6.52 1 6.51 1 6.05 l l 1000.50 1 5.55 l 5.54 l I I I I I l l 1 I I I l I I I I I I I i 1 I
l I 4.03 1 5.09 l 5.08 I 4.84 l l 950.58 1 4.28 l 4.28 1 1 1 ; I l l l l i 1 I I I I I I i i i i i I i I
3.02 1 3.80 1 3.79 l 4.34 I 1 905.75 1 3.1513.14I i I I I I I I I l l I I I i i i I I l l i l i I
2.71 1 2.49 1 2.49 l 4.01 l l 860.00 1 1.99 l 1.99 1 l
I ( '
I I I I
I I
I I
L I I
I I I l. I I I I I 3.60 I
I 805.50 1 1.17 1 1.29 l 2.44 1 1.6811.721 I I I l I I l I
! I I I I I I I I I I i .
I 3.35
. I 783.58 l 1.05 l 1.17 1 2.26 l 1.54 l 1.56 1 l l l I I I I i l i I l
I I I I I I I
- Design "g" values only applicable to box + ics contents.
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A.5-7 l
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TABLE A.5.6 DESIGN'"g" VALUES FOR JUNCTION BOX
- INTERNAL STRUCTURES OF REACTOR BUILDING i
1 I DESIGN "a" - VALUES (1.5 x PEAK "a") 1 i I 1/2 SSE, 2% Damping l SSE, 3% Damping i Floor i Vertical ~l Elevation I Horizontal I Vertical Horizontal i (Pt.) l N-S I E-W I l N-S I E-W l l I
l l l l l 1 l
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'l 905.75 1 5.49 l 6.35 1 3.26 l 5.83 l 7.51 1 4.78 I I I I I I I I I I I I I I I i I
I I I I l 1 1 I 885.50 1 4.55 1 5.18 1 3.07 1 4.88 l 6.16 ' 4.51 l l
I I I I i l i I I i i I I i I I l
i i I l 860.00 1 3.37 1 3.71 1 2.85 '
3.68 4.46 ' 4.19 l I I I I 1 I I I I I I I I I I I I I i 1.
1 2.1112.121 2.62 l 2.39 l 2.62 1 3.86
( :l 832.50 I I I I i 1 I I I I i i l I i i i i 808.00 l 1.06 1 1.20 l 2.43 1 1.57 l 1.64 3.59 I l I I I I I I I
I I I I I i 1 1 I I I I i i I I 783.58 1 0.7411.061 2.25 l 1.07 l 1.55 1 3.35 i I
I I I I
- 1. I I I I I I I I I
- Design "g" values only applicable to box + its contents.
A.5-8 0966u
TABLE A.5.7 DESIGN "g" VALUES FOR JUNCTION BOX
- SERVICE WATER INTAKE STRUCTURE
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l I i l I DESIGN "g" - VALUES (1.5 x PEAK "g") l Floor i 1/2 SSE, 21 Damping l SSE, 3% Damping l Elevation I Horizontal l Vertical I Horizontal l Vertical l i (Pt.) l N-S I E-W l I N-S I E-W l I i I l I I e 1 I I I l l 1 l 838.00 l 4.23 l 2.40 1 1.35 1 4.50 l 2.85 l 2.20 l 1 I I I I I ,
I I I I I I I I I I l I I I l 817.00 l 2.80 1 1.80 1 1.31 1 3.11 ' 2.12 2.10 I I i 1 l l
I I I I I I I
. I I I I I I l l I I 796.00 1 1.0011.001 1.20 1 1.36 l 1.14 1 1.92 l lR 7 I I I I I I I I I I I I I I I I I I l l l I I I 'l i l
I 782.00 1 0.52 1 0.50 1 1.02 1 0.82 1 0.82 1 1.67 l l
' I I I I I I I I I I I I I I I I
- Design "g" values only applicable to box + its contents.
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l A.5-9 0966u
Project Identification JEbasco Design Criteria for
-Seismic Category I Electrical No. SAG.CP10 Conduit Systen Rev. 7 APPENDIX 6 DESIGN PROCEDURE 1ARGER THAN 2 IN.
DIAMETER TRAIN "C" LIGHTING CONDUIT AND CONDUIT SUPPORTS (DELETED 1 lR7 i
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Ebasco Design Criteria for Project Identification l Seismic Category I Electrical No. SAC.CP10 J Conduit System-Rev. 7 l l
APPENDIX 7 CONDUIT SUPPORT DESIGN "g" VALUES k~
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1 1.0 GENERAL This sppendir contains the minimum conduit support (Sh. CSM, CHM, JS, CA and JA serien) frequency requirements and the design "g" values for suspended conduit .'
l suppotts per building per elevation.
Conduit span allowables shall be in accordance with TUGC Drawing No.
2323-S-0910 LS series.
2.0 CLARIFICATIONS o The design "g" values given in this appendix don't include the 1.0g for dead weight, o The design "g" values contained f a Tables A.7.1 through A.7.6 and A.7.13 are for flexible conduit run. For design of modified and "IN" conduit supports, the design "g" values shall be multiplied by a load factor as listed in SAG.CP-25, "iechnical Guidelines Seismic Category I Electrical Conduit ISO Evaluation" for Unit 1 and Common Area.
o For supports mounted between two floor elevations, use the larger of the "g" values of the two floors.
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TABLE A.7.1 DESIGN "s" VALUES FOR CONDUIT SUPPORTS ELECTRICAL CONTROL BUILDING I
1 I DESIGN "a" - VALUES I I I 1/2 SSE, 2% Damping i SSE, 3% Damping I l Floor i Vertical l l Elevation i Ho r iz on t a l___ _ l Vertical l Horizontal I I N-S I E-W l I N-S l E-W l I I
I I I I I l l l I I I I i I I I 873'-4 l 1.73 l 1.19 l 1.98 2.50 l 1.82 1 3.00 l I
i l l I I I 1 I I I I I l I I I I i 1 1 I 854'-4 1 1.90 1 1.15 1 1.98 l 2.50 1 1.63 1 3.03 I l
I I I I I I I I I I I I I I I I I I I I I 1 2.12 1 0.99 1 1.85 l 1.94 1 1.32 1 2.75 l 830'-0 I I I I I I l 1 I 1 I I I I I I i i l I I I I i
. I 807'-0 l 1.58 1 0.75 l 1.88 l 2.25 l 1.13 l 2.88 1 I I I I 1 I I I I I I I I I I I I I I i I I I I 778'-0 1 1.07 1 0.62 ' 1.92 l 1.65 l 1.04 1 3.10 l l
I I I I i I I ,
I 1 I I I I I I l
l Minimum conduit support frequency for this building is 12 Hz. with the exception at elevation 807.00', 778.00' to be 14 Hz,16 Hz, respectively.
Note The design "g" values in this table have lost their directionality during the design verification cycle. Therefore, they shall be rotated in accordance l
l with section 7.0y of this criteria for the design verification of a 1 conduit supports 1
l A .7-2 0966u
TABLE A.7.2 4
DESIGN "g" VALUES FOR CONDUIT SUPPORTS FUEL BUILDING l
I I l l DESIGN "1" - VALUES l l 1/2 SSE, 2% Damping i SSE, 3% Damping l Floor Vertical l Elevation l Horizontal i Vertical Horizontal N-S I E-W l l
l l l N-S l E-W l I I I I I i l l l l l 1 I l l l
1 918'-0 1 4.22 1 5.34 l 2.20 l 4.16 l 5.40 1 3.13 l I I I I l l 1 I I I I I i 1 I
.I I i l l 1 I I 1 899'-6 l 2.67 l 4.70 1 2.22 1 3.44 l 4.76 1 3.30 l
I I I I ( l 1
I I I I I I I I I I I I I I I I 1 3.57 I 3.47 1 3.03 I I 860'-0 1 2.4312.43I 2.01 I I I I
l' I I I 1 1 I I i 1 l l I I I I I i i 1.83 1 3.17 l 2.04 I 2.85 1 841'-0 1 2.07 1 1.83 l
{'
I 1 I I I I I I I
I I I I I I
I I I I I I I I 1 1.79 1 1.53 1 1.79 2.75 l 2.43 2.75 I 82:'-0 l I I I I I I I I I I I I I I I l I I 1.65 1 2.31 1 2.06 1 2.60 l .
810'-6 l 1.53.I 1.38 I I i 1 -l i I I I I I I i I i I l
Minimus conduit support frequency for this building is 16 Hz.
Note
'the design "g" values in this table have lost their directionality during the design verification cycle. Therefore, they shall be rotated in accordance with section 7.0y of this criteria for the design verification of all conduit supports l A.7-3 0966u
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TABLE A.7.3 DESIGN "g" VALUES FOR CONDUIT SUPPORTS SAFEGUARDS BUILDING INCLUDING DIESEL GENERATOR BUILDING I I I I I DESIGN "g" - VALUES l l Floor' i 1/2 SSE, 2% Damping i SSE, 3% Damping l l 21evation i Horizontal l Vertical i Horizontal i Vertical l l I N-S I E-W l I N-S l E-W I I I I I I I I I I l l I I I I I 896'-6 '
2.73 l, 1.95 l 3.27 4.13 l 2.88 4.25 l l
l l 1 I I I I i 873'-6 2.27 l 1.79 3.53 3.20 1 2.47 l 4.83 I I i l l I I I I l
, I I I i i .I L
I 852'-6 1 2.40 , 1.35 1 2.60 2.91 2.09 1 3.91 I I I I I I I I I I I I I I I I l i l 1 I I I I I I (' l 83:.'-6 l 1.71 l 1.00 l 2.29 l 2.38 l 1.56 l 3.44 l l I I I l 1 I I I l
l l l l l l I 1 810'-6 1.47 0.94 1.14 l 1.99 l 1.41 1 3.44 I I I I I I I I I I I i l l I I l l 790'-6 1 0.81 0.73 l 2.20 , 1.23 1.04 1 3.42 1 I I I I I I I I i 1 1 I I I I l l l l l l l l l 785'-6 1 0.78 1 0.68 l 2.13 l 1.18 l 0.94 1 3.31 l l I I I I I I I I I I I I I I I I I i i I ,
I I l
773'-6 0.71 0.65 l 1.99 l 1.10 i 1.07 l 3.09 I l l l H I I I I I I I I I I Minimum conduit support frequency for this building is 16 Hz.
Note The design "g" values in this table have lost their directionality during the design verification cycle. Therefore, they shall be rotated in acecrdance with section 7.0y of this criteria for the design verification of all conduit supports.
A.7-4 0966u
TABLE A.7.4 DESIGN "g" VALUES FOR CONDUIT SUPPORTS AUXILIARY BUILDING I I I I I DESIGN "g" - VALUES I l Floor i 1/2 SSE, 21 Damping I SSE, 31 Damping I l Elevation I Horizontal l Vertical l Horizontal l Vertical l l l N-S l E-W l l N"S l E-W I I I I I I I I I I I I I l l 899'-6 l 1.88 l 1.79 ll 4.08 !I 2.64 l 2.30 l 4.87 l l
l l l l 1 I I I I I 886'-6 l 1.53 ' 1.38 I 3.86 1 2.44 l 2.01 1 4.50 I I I l I I I I I I I I I I I I I I I I I I I I l 873'-6 1.48 l 1.22 l 2.76 l 2.26 1 1.64 1 3.65 1 I I I I I I I I I I I I I I l l 1 I I I I I I l l 852'-6 l 1.74 l 1.14 l 2.55 1 2.50 l 1.72 1 3.40 l I I I I I I I I I I I I I I k l I I I I I I l l l 831'-6 l 1.83 1 0.89 l 2.19 l 2.50 l 1.34 1 3.29 l l 1 I I I I I I I I I I I I l l , I I 810'-6 l 1.16 1 0.75 l. 2.06 1 . 1.71 1 1.18 l 3.31 ,
I I I I i' I I I I I I I I I i i i i I 790'-6 l 1.11 1 0.87 l 7.08 l 1.68 l 1.34 1 3.29 l l l l 1 l I 1 I I l
l l
Minimum conduit support frequency for this building is 12 Hz with the exception at EL 790.50' to be 14 Hz.
1 Note The design "g", values in this table have lost their directionality during the design verification cycle. Therefore, they shall be rotated in accordance with section 7.0y of this criteria for the design verification of all conduit supports.
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1 A.7-5 0966u
TABLE A.7.5 DESIGN "g" VALUES FOR CONDUIT SUPP2RTS CONTAINMENT BUILDING l
l 1 l DESIGN "g" - VALUES l SSE, 3% Damping l 1/2 SSE, 2% Damping i I Floor i Vertical Horizontal i Elevation i Horizontal l Vertical l N-S l E-W l I N-S I E-W l ' 1 I I I I I
, I l I I i I
l 1,41 l 1.56 ! 3.63 1.79 1 2.19 ' 4.25 l 1000'-6 I I ,
I I I ,
I I I I I I I. -
3.03 : 1.46 2.03 3.51 950'-7 l 1.10 1.36 I I I I I I I I I I I I I I I I I I I I l 1 2.66 1 1.55 l 1.78 l 3.44 I I 905'-9 l 1.13 1 1.25 1 I I I I I I I I I I I I I I I I I I I I I I I I
1.69 l 1.61 1 1.61 l 2.19 I l 860'-0 l 1.3111.061 I I I I I I I I I I I I I I l i l
( I I I I I I 2.81 805'-6 I 0.95 l 0.94 1 1.94 l 1.50 l 1.69 l I I
I I I I I I I i ! !
I I I I I I I l l 1 l
2.25 1.04 1 1.56 l 3.38 I 783'-7 1 0.9010.75 I I I I I I 1 1 I i 1 l-Minimum conduit support frequency for this building is 12 Hz.
Note The design "g" values in this table have lost their directionality during the design verification cycle. Therefore, they shall be rotated in accordance with section 7.0y of this criteria for the design verification of all conduit supports.
A .7-6 0966u
TABLE A.7.6 DESIGN "g" VALUES FOR CONDUlf SUPPORTS INTERNAL STRUCTURES OF REACTOR BUILDING 1
l l DESIGN "a" - VALUES l l )
1/2 SSE, 21 Damping l SSE, 3% Damping l l Floor i l Elevation l Horizontal l Vertical l Horizontal i Vertical l N-S l E-W l i l~ N-S I E-W l l I I I l I I I
- I I I i I 1 l 3.29
'l 905'-9 l 2.14 1 2.14 ' 2.24 1 3.13 l 3.13 1 I I I I I I I i 1 I I I I I I I I i I I I I I I i 1.88 1 2.81 1 2.81 1 2.84 1 i 885'-6 I 1.86 l 2.09 1 I I I I I I 1 I I I I I I I I i i I I I I I 1.51 1 2.29 l 2.29 1 2.42 l l 860'-0 1 1.88 l 1.61 i l l 1 l l l I I I I I I I i i i i I I i 2.25 1 832'-6 l 1.78 1 1.38 l 1.38 l 1.98 l 1.56 l l I I I i I I I 1 I l I I I i i I g i i i I i i 2.42 1 1.11 l 1.36 ! 2.93 l
- 808'-0 1 0.84 1 1.20 1 I I I I I I I I I I I I I I I i i i i I i I 3.36
! 783'-7 1 0.74 I 1.05 l 2.25 l 1.07 l 1.55 l l l
l l l l l l l I I I I 1 1 I l
l Minimum conduit support frequency for this building is 12 Hz j
Note The design "g" valuaa in this table have lost their directionality during the design verification e n'i. Therefore, they shall be rotated in accordance with section 7.0y of this criteria for the design verification of all conduit supports.
i A .7-7 0966u
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TABLE A,7.7 l ZPA "g" VALUES FOR CONDUIT SUPPORTS ELECTRICAL BUILDING DELETED
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TABLE A.7.8 ZPA "g" VALUES FOR CONDUIT SUPPORTS FUEL BUILDING DELETED s
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r-TABLE A.7.9 ZPA "g" VALUES FOR CONDUIT SUPPORTS SAFEGUARDS BUILDING INCLUDING DIESEL GENERATOR BUILDING DELETED A .7 -10 0966u
TABLE A.7.10 ZPA "g" VALUES FOR CONDUIT SUPPORTS AUXILIARY BUILDING DELETED k
A.7-ll 0966u
TABLE A.7.11 ZPA "g" VALUES FOR CONDUIT SUPPORTS CONTAINMENT BUILDING DELETED A.7-12 0966u
TABLE A.7.12 ZPA "g" VALUES FOR CONDUIT SUPPORTS INTERNAL STRUCTURES OF REACTOR BUILDING DELETED i
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l A.7-13 0966u l
, TABLE A.7.13 DESIGN "g" VALUES FOR CONDUII SITPCAIS SERVICE WATEP INTAKE STRUCTURL
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l DESIGN "g" - VALUES I I Floor i 1/2 SSE, 21 Damping T SSE, 31 Damping I Elevation l Ho ri zontal VerticaI7 Horizontal Vertical l 1 N-S I F.-W i N-5 i E-W I l '
l I I l l l l l l l l i l I 838.00 4.23 1 2.40 l 1.35 1 4.50 l 2.85 l 2.20 l l l l l l I I I I
.I I I I I I l l IR7 I i .
I i i i I 'l l I a17.00 1 2.80 l 1.80 1 1.31 1 3.11 1 2.12 l 2.10 l l l 1 I I I I I I I I I I I I I I I l 796.00 1 1.00 1 1.00 l 1.20 l 1.36 1 1.14 l 1.92 l 1 1 I I I I I I ,
I I I I I I I I I I I i i i l I 782.00 1 0.52 1 0.50 , 1.02 0.82 1 0.82 l 1.67 I s i I I I I I I I I I I I Miniaua conduit support frequency for this buiJdiog is not applicable because i Design "g" values are 1.5 x peak "g" value.
Note The design "g" values in this t:ble have lost their directionality during the design verification cycle. Therefore, they shall be rotated in accordance with section 7.0y of this criteria for the design verification of all conduit supports.
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. l A.7-14 0966u
Ebasco Design Criteria for Project Identification Seismic Category I Electrical No. SAG.CP10 Conduit System Rev. 7 APPI.NDIX 8 PERMANENT AND TEMPORARY ATTACHMENTS TO EMBEDDED WELD PLATES
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Note: This is a Brown and Root document, CCP 45 Rev 3, incorporated in the design criteria without any changes.
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